TWI786590B - Polymer cement composition for earthquake-resistant structures, polymer cement mortar for earthquake-resistant structures, and hardened mortar - Google Patents
Polymer cement composition for earthquake-resistant structures, polymer cement mortar for earthquake-resistant structures, and hardened mortar Download PDFInfo
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
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Abstract
本發明係簡易且低成本地實現實際承載力與計算值之乖離之抑制。 The invention realizes the suppression of the deviation between the actual bearing capacity and the calculated value simply and at low cost.
建築物1A係指具備:柱部6;樑部7;以及交叉部8,其位於柱部6與樑部7交叉之部位,且分別連接於柱部6之端部及樑部7之端部的建築物。交叉部8包含呈現高於混凝土硬化體之抗壓強度且於內部配置有鋼筋之硬化體。交叉部8係以於將參數m1、MB1'、MC1'分別定義為m1:柱部6與樑部7之抗彎承載力比 The building 1A refers to having: a column part 6; a beam part 7; and an intersection part 8, which is located at the intersection of the column part 6 and the beam part 7, and is respectively connected to the end of the column part 6 and the end of the beam part 7 of buildings. The intersection portion 8 includes a hardened body that exhibits a higher compressive strength than the hardened concrete body and that has reinforcing bars disposed inside. The intersection part 8 is based on defining the parameters m 1 , M B1 ′, and M C1 ′ as m 1 : the ratio of the bending capacity of the column part 6 to the beam part 7
MB1':樑部7之彎曲破壞時之節點力矩 M B1 ': Nodal moment at the time of bending failure of the beam part 7
MC1':柱部6之彎曲破壞時之節點力矩之情形時,藉由式1而求出之抗彎承載力比m1成為1.2以上之方式,於樑部7之延伸方向上較柱部6之側面更朝向樑部7側突出。 M C1 ′: In the case of the nodal moment at the time of bending failure of the column portion 6, the ratio m 1 of the flexural capacity obtained by formula 1 becomes 1.2 or more, compared with the column portion in the extending direction of the beam portion 7 The side surface of 6 protrudes toward the beam portion 7 side.
Description
本發明係關於一種耐震構造物及其設計方法。 The invention relates to an earthquake-resistant structure and a design method thereof.
非專利文獻1係揭示有如下情形:於柱部、樑部、及位於柱部與樑部交叉之部位之交叉部分別包含鋼筋混凝土之構造物中,於柱部與樑部之抗彎承載力之比(以下簡稱為「抗彎承載力比」)為1.0~1.5之情形時,構造物之最大承載力(實際承載力)變得小於計算值。另外,非專利文獻1係揭示有抗彎承載力比越接近於1.0,則構造物之最大承載力變得越小之情形。
非專利文獻1:楠原文雄、外3名,「柱與樑之彎曲強度之比較小之鋼筋混凝土造十字形柱樑接合部之耐震性能」,日本建築學會構造系論文集,普通社團法人日本建築學會,2010年10月,第75卷,第656號,pp.1873-1882 Non-Patent Document 1: Fumio Kusuhara, 3 others outside, "Seismic Performance of Reinforced Concrete Cross-Shaped Column-Beam Joints with Small Bending Strength Ratio between Column and Beam", Proceedings of the Department of Structure, Architectural Institute of Japan, General Institution Japan Architecture Society, October 2010, Volume 75, Number 656, pp.1873-1882
於實際承載力小於計算值之構造物中,即便設計上能夠承受之大小之地震力進行作用之情形時,亦存在於構造物中產生破損等之虞。因此,為了使實際承載力與計算值不過度乖離,較理想為構造物之抗彎承載力比超過1.0,且值越大越理想。 In a structure whose actual bearing capacity is less than the calculated value, there is a risk of damage to the structure even when an earthquake force of a design-capable magnitude acts. Therefore, in order not to deviate excessively between the actual bearing capacity and the calculated value, it is ideal that the flexural bearing capacity ratio of the structure exceeds 1.0, and the larger the value, the more ideal.
於非專利文獻1中,藉由增加設置於柱部、樑部及交叉部之內部之主筋之數量、或者增加柱部或樑部之厚度(縱深),而使抗彎承載力比變化。然而,於該情形時,伴隨材料之增加、施工之人工時之增加,而有構造物之製造成本之增加、工期之長期化等之擔憂。
In
因此,本發明係對能夠簡易且低成本地實現實際承載力與計算值之乖離之抑制之耐震構造物及其設計方法進行說明。 Therefore, the present invention describes an earthquake-resistant structure capable of suppressing the deviation between the actual bearing capacity and the calculated value easily and at low cost, and a design method thereof.
本發明之一態樣之耐震構造物具備:第1柱部,其包含於內部配置有鋼筋之混凝土硬化體;第1樑部,其包含於內部配置有鋼筋之混凝土硬化體;以及第1交叉部,其位於第1柱部與第1樑部交叉之部位,且分別連接於第1柱部之端部及第1樑部之端部。第1交叉部包含呈現高於混凝土硬化體之抗壓強度且於內部配置有鋼筋之硬化體。第1交叉部係以於將參數m1、MB1'、MC1'分別定義為m1:第1柱部與第1樑部之抗彎承載力比 An earthquake-resistant structure according to an aspect of the present invention includes: a first column part including a hardened concrete body with reinforcing bars inside; a first beam part including a hardened concrete body with reinforcing bars inside; and a first intersection. part, which is located at the intersection of the first column part and the first beam part, and is respectively connected to the end part of the first column part and the end part of the first beam part. The first intersection part includes a hardened body having a compressive strength higher than that of a hardened concrete body and a steel bar arranged inside. The first cross section is based on defining the parameters m 1 , M B1 ', and M C1 ' as m 1 : the ratio of the flexural capacity of the first column part to the first beam part
MB1':第1樑部之彎曲破壞時之節點力矩 M B1 ': Nodal moment at the time of bending failure of the first beam
MC1':第1柱部之彎曲破壞時之節點力矩 M C1 ': Nodal moment at the time of bending failure of the first column
之情形時,藉由式1而求出之抗彎承載力比m1成為1.2以上之方式,於第1樑部之延伸方向上較第1柱部之側面更朝向第1樑部側突出、或者於第1柱部之延伸方向上較第1樑部之側面更朝向第1柱部側突出。再者,於本說明書中,函數「max()」係將括弧內之要素中之最大值(於括弧內之要素全部相等之情形時為該值)回傳之函數。於本說明書中,函數「min()」係將括弧內之要素中最小值(於括弧內之要素全部相等之情形時為該值)回傳之函數。 In the case where the moment bearing capacity ratio m1 obtained by Equation 1 becomes 1.2 or more, it protrudes toward the first beam portion side than the side surface of the first column portion in the extending direction of the first beam portion, Alternatively, it may protrude toward the first column portion side rather than the side surface of the first beam portion in the extending direction of the first column portion. In addition, in this specification, the function "max()" is a function which returns the maximum value (when all the elements in the parentheses are equal) among the elements enclosed in the parentheses. In this specification, the function "min()" is a function that returns the minimum value (when all the elements in the parentheses are equal) among the elements in the parentheses is returned.
於本發明之一態樣之耐震構造物中,第1交叉部包含呈現高於構成第1柱部及第1樑部之混凝土硬化體之抗壓強度之材料。因此,於地震力等外力作用於耐震構造物之情形時,於第1柱部與第1交叉部之連接部分、或第1樑部與第1交叉部之連接部分,易產生彎曲破壞。於本發明之一態樣之耐震 構造物中,第1交叉部係於第1樑部之延伸方向上較第1柱部之側面更朝向第1樑部側突出、或者於第1柱部之延伸方向上較第1樑部之側面更朝向第1柱部側突出。於第1交叉部朝向第1樑部側突出之情形時,容易於第1交叉部突出之位置(交叉部與樑部之交界附近)產生彎曲破壞,故而於該位置承載力(力矩)發揮作用。因此,與第1交叉部未突出之情形相比,第1樑部中之力矩梯度變大,從而第1樑部之彎曲破壞時之節點力矩MB1'變大。另一方面,於第1交叉部朝向第1柱部側突出之情形時,容易於第1交叉部突出之位置(交叉部與柱部之交界附近)產生彎曲破壞,故而於該位置承載力(力矩)發揮作用。因此,與第1交叉部未突出之情形相比,第1柱部中之力矩梯度變大,從而第1柱部之彎曲破壞時之節點力矩MC1'變大。如此般,抗彎承載力比m1因節點力矩MB1'或節點力矩MC1'變大而相對變大。尤其,於本發明之一態樣之耐震構造物中,以藉由式1而求出之抗彎承載力比m1成為1.2以上之方式,第1交叉部突出。因此,可藉由調整第1交叉部之突出量之極為簡易之方法,而使耐震構造物之實際承載力接近於計算值。因此,能夠簡易且低成本地實現實際承載力與計算值之乖離之抑制。 In the earthquake-resistant structure according to one aspect of the present invention, the first intersection portion includes a material having a higher compressive strength than the hardened concrete constituting the first column portion and the first beam portion. Therefore, when an external force such as earthquake force acts on the earthquake-resistant structure, bending failure is likely to occur at the connecting portion between the first column portion and the first intersection portion, or at the connecting portion between the first beam portion and the first intersection portion. In the earthquake-resistant structure according to one aspect of the present invention, the first crossing portion protrudes toward the first beam portion side than the side surface of the first column portion in the extending direction of the first beam portion, or is located between the first column portion In the extending direction, it protrudes toward the side of the first column part rather than the side surface of the first beam part. When the first intersection protrudes toward the first beam side, bending failure is likely to occur at the position where the first intersection protrudes (near the boundary between the intersection and the beam), so the bearing capacity (moment) acts on this position . Therefore, compared with the case where the first crossing portion does not protrude, the moment gradient in the first beam portion becomes larger, and the nodal moment M B1 ′ at the time of bending failure of the first beam portion becomes larger. On the other hand, when the first intersecting portion protrudes toward the first column portion, bending fracture is likely to occur at the position where the first intersecting portion protrudes (near the boundary between the intersecting portion and the column portion), so the bearing capacity at this position ( torque) come into play. Therefore, compared with the case where the first intersecting portion does not protrude, the moment gradient in the first column portion becomes larger, and the nodal moment M C1 ′ at the time of bending failure of the first column portion becomes larger. In this way, the bending capacity ratio m 1 becomes relatively larger due to the increase of the nodal moment M B1 ′ or the nodal moment M C1 ′. In particular, in the earthquake-resistant structure of one aspect of the present invention, the first intersection portion protrudes so that the flexural capacity ratio m 1 obtained by Equation 1 becomes 1.2 or more. Therefore, the actual bearing capacity of the earthquake-resistant structure can be made close to the calculated value by an extremely simple method of adjusting the protrusion of the first intersection. Therefore, it is possible to suppress the deviation between the actual bearing capacity and the calculated value easily and at low cost.
第1交叉部亦可以藉由式1而求出之抗彎承載力比m1成為1.5以上之方式,於第1樑部之延伸方向上較第1柱部之側面更朝向第1樑部側突出、或者於第1柱部之延伸方向上較第1樑部之側面更朝向第1柱部側突出。於該情形時,耐震構造物之實際承載力變為與計算值相等。因此,能夠進而抑制實際承載力與計算值之乖離。
The first crossing portion may be directed toward the first beam portion in the extending direction of the first beam portion than the side surface of the first column portion in such a manner that the moment bearing capacity ratio m 1 obtained by
第1交叉部亦可具有鉛垂方向上之長度隨著朝向第1樑部而變小之部分。於該情形時,第1交叉部呈拱腰狀。因此,連接於第1交叉部之第1樑部之樑高(高度)相對變小。因此,於由第1柱部及第1樑部包圍之區域中設置 窗戶之情形時,不易被第1樑部妨礙來自該窗戶之採光。又,因第1交叉部呈拱腰狀,故而能夠提昇第1交叉部與第1樑部之連接強度。 The first intersection portion may have a portion whose length in the vertical direction becomes smaller toward the first beam portion. In this case, the first intersecting portion has an arched shape. Therefore, the beam height (height) of the first beam portion connected to the first intersection portion becomes relatively small. Therefore, it is installed in the area surrounded by the first column part and the first beam part In the case of a window, the lighting from the window is less likely to be obstructed by the first beam. Moreover, since the first crossing portion is in the arched shape, the connection strength between the first crossing portion and the first beam portion can be improved.
本發明之一態樣之耐震構造物亦可更具備:第2柱部,其包含於內部配置有鋼筋之混凝土硬化體;第2樑部,其包含於內部配置有鋼筋之混凝土硬化體;以及第2交叉部,其位於第2柱部與第2樑部交叉之部位;第1交叉部係於水平方向上位於較第2交叉部更偏中央,且以藉由式1而求出之抗彎承載力比m1成為1.2以上之方式,於第1樑部之延伸方向上較第1柱部之側面更朝向第1樑部側突出,且第2交叉部分別連接於第2柱部之端部及第2樑部之端部,且包含呈現高於混凝土硬化體之抗壓強度且於內部配置有鋼筋之硬化體,且以於參數m2、MB2'、MC2'分別定義為m2:第2柱部與第2樑部之抗彎承載力比
The earthquake-resistant structure according to an aspect of the present invention may further include: a second column part including a hardened concrete body with reinforcing bars inside; a second beam part including a hardened concrete body with steel bars inside; and The second intersection is located at the intersection of the second column and the second beam; the first intersection is located more centrally than the second intersection in the horizontal direction, and the resistance obtained by
MB2':第2樑部之彎曲破壞時之節點力矩 M B2 ': Nodal moment at the time of bending failure of the second beam
MC2':第2柱部之彎曲破壞時之節點力矩之情形時,藉由式2而求出之抗彎承載力比m2成為1.2以上之方式,於第2柱部之延伸方向上較第2樑部之側面更朝向第2柱部側突出。 M C2 ': In the case of the nodal moment at the time of bending failure of the second column, the ratio m2 of the flexural capacity obtained by formula 2 becomes 1.2 or more, compared in the extension direction of the second column The side surface of the 2nd beam part protrudes further toward the 2nd column part side.
且說,於因地震等之產生而對耐震構造物賦予(作用)水平方向之外力之情形時,於各樑部之一端產生向上之力(拉伸力),於各樑部之另一端產生向下之力(壓縮力),對鄰接之各柱部賦予(施加)可變軸向力。於耐震構造物中之水平方向上之偏中央,產生於樑部之端部之可變軸向力與產生於與上述樑部之端部鄰接之其他樑部之端部之可變軸向力相抵消,但殘存水平方向之力。另一方面,於耐震構造物中之水平方向上之兩端,產生於樑部之最外端之可變軸向力未與其他可變軸向力相抵消而殘存。因此,可變軸 向力作用於耐震構造物中之位於水平方向上之兩端之柱部。即,向上之力(拉伸力)作用於耐震構造物中之於水平方向上位於兩端之柱部之一者,且向下之力(壓縮力)作用於另一者。該可變軸向力越向下層越疊加地變大,故而力集中地施加於支持耐震構造物之兩側部之基礎。 In other words, when an external force in the horizontal direction is applied (acted) to an earthquake-resistant structure due to an earthquake, an upward force (tensile force) is generated at one end of each beam portion, and an upward force (tensile force) is generated at the other end of each beam portion. The downward force (compressive force) imparts (applies) a variable axial force to each adjacent column. Off-center in the horizontal direction in the earthquake-resistant structure, the variable axial force generated at the end of the beam and the variable axial force generated at the end of other beams adjacent to the end of the beam offset each other, but the force in the horizontal direction remains. On the other hand, at both ends in the horizontal direction in the earthquake-resistant structure, the variable axial force generated at the outermost end of the beam portion remains without canceling out other variable axial forces. Therefore, the variable axis The axial force acts on the columns located at both ends in the horizontal direction in the earthquake-resistant structure. That is, an upward force (tensile force) acts on one of the columns located at both ends in the horizontal direction in the earthquake-resistant structure, and a downward force (compressive force) acts on the other. The variable axial force is superimposed on the lower layer and becomes larger, so the force is concentratedly applied to the foundations supporting the two sides of the earthquake-resistant structure.
然而,如上所述,於本發明之一態樣之耐震構造物中,位於偏中央之第1交叉部係以藉由式1而求出之抗彎承載力比m1成為1.2以上之方式,於第1樑部之延伸方向上較第1柱部之側面更朝向第1樑部側突出。因此,於耐震構造物中之水平方向上之中央部,能夠相對於殘存之水平方向之力,提昇第1樑部之承載力。於本發明之一態樣之耐震構造物中,位於偏端部之第2交叉部係以藉由式2而求出之抗彎承載力比m2成為1.2以上之方式,於第2柱部之延伸方向上較第2樑部之側面更朝向第2柱部側突出。因此,於耐震構造物中之水平方向上之偏端部,能夠相對於可變軸向力,提昇第2柱部之承載力。其結果,能夠更有效地發揮耐震構造物之承載力。 However, as described above, in the earthquake-resistant structure according to one aspect of the present invention, the first intersecting portion located off the center is such that the bending resistance ratio m 1 obtained by Equation 1 becomes 1.2 or more, It protrudes further toward the first beam portion side than the side surface of the first column portion in the extending direction of the first beam portion. Therefore, in the central part in the horizontal direction of the earthquake-resistant structure, the bearing capacity of the first beam part can be increased with respect to the force remaining in the horizontal direction. In the earthquake-resistant structure according to one aspect of the present invention, the second crossing portion located at the end portion is placed on the second column portion so that the bending resistance ratio m2 obtained by Equation 2 becomes 1.2 or more. The extension direction protrudes toward the second column side than the side surface of the second beam portion. Therefore, the bearing capacity of the second column portion can be increased relative to the variable axial force at the partial end portion in the horizontal direction in the earthquake-resistant structure. As a result, the load-bearing capacity of the earthquake-resistant structure can be exhibited more effectively.
本發明之一態樣之耐震構造物亦可更具備將一柱部與基礎樑部交叉之基礎交叉部連接並且設置於地盤上之基礎部,且基礎部包含朝向高於混凝土硬化體之抗壓強度且於內部配置有鋼筋之硬化體。於該情形時,因基礎部包含呈現高於混凝土硬化體之抗壓強度之硬化體,故而與基礎部包含混凝土硬化體之情形時相比,即便為相同之強度亦可縮小基礎部之大小。因此,即便於如與其他建築物、道路等鄰接般之狹窄之土地上,亦可容易地施工本發明之一態樣之耐震構造物。 The earthquake-resistant structure according to an aspect of the present invention may further include a foundation part that connects a foundation crossing part that intersects a column part with a foundation beam part and that is installed on the ground, and the foundation part includes a compressive wall facing higher than the hardened concrete body. Strong and hardened body with steel bars inside. In this case, since the foundation part includes a hardened body having a higher compressive strength than the hardened concrete body, the size of the foundation part can be reduced even at the same strength as compared with a case where the foundation part includes a hardened concrete body. Therefore, the earthquake-resistant structure of one aspect of the present invention can be easily constructed even on narrow land adjacent to other buildings, roads, and the like.
第1柱部亦可配置於原有建築物之外表面側且與原有建築物之原有柱部對應之位置,第1樑部亦可配置於原有建築物之外表面側且與原有建築物之原有樑部對應之位置,第1交叉部亦可配置於原有建築物之外表面側且與 位於原有柱部與原有樑部交叉之部位之原有建築物之原有交叉部對應之位置。於該情形時,亦可於進行原有建築物之加強時,藉由調整第1交叉部之突出量之極為簡易之方法,而使耐震構造物之實際承載力接近於計算值。因此,能夠簡易且低成本地實現實際承載力與計算值之乖離之抑制。 The first column part can also be arranged on the outer surface side of the existing building and at a position corresponding to the original column part of the existing building, and the first beam part can also be arranged on the outer surface side of the existing building and correspond to the original building Where there is a position corresponding to the original beam of the building, the first intersection can also be arranged on the outer surface side of the original building and The position corresponding to the original intersection of the original building at the intersection of the original column and the original beam. In this case, the actual bearing capacity of the earthquake-resistant structure can be made close to the calculated value by adjusting the protrusion amount of the first intersection when strengthening the original building. Therefore, it is possible to suppress the deviation between the actual bearing capacity and the calculated value easily and at low cost.
本發明之一態樣之耐震構造物亦可更具備配置於原有建築物之外表面側且與原有建築物之原有基礎部對應之位置,且設置於地盤上之基礎部,且基礎部係與配置於原有建築物之外表面側且與原有建築物中之由原有基礎部支持之一原有柱部對應之位置之一柱部、和配置於原有建築物之外表面側且與原有建築物之原有基礎樑部對應之位置之基礎樑部交叉之基礎交叉部連接,且包含於內部配置有鋼筋之混凝土硬化體、或者呈現高於混凝土硬化體之抗壓強度且於內部配置有鋼筋之硬化體。於該情形時,與原有基礎部對應地設置之基礎部支持一柱部。因此,即便於原有建築物之原有基礎部較小,難以將與原有建築物之原有柱部對應地設置於其外表面側之一柱部設置於原有基礎部上之情形時,亦可經由支持一柱部之基礎部將耐震構造物穩定地設置於地盤。 The earthquake-resistant structure according to an aspect of the present invention may further include a foundation part arranged on the outer surface side of the existing building and corresponding to the original foundation part of the existing building, and installed on the ground, and the foundation The part is a column part arranged on the outer surface side of the existing building and corresponding to an original column part supported by the original foundation part in the existing building, and arranged outside the existing building The surface side is connected to the foundation crossing part where the foundation beam part at the position corresponding to the original foundation beam part of the existing building intersects, and contains a hardened concrete body with reinforcement inside, or exhibits a higher compressive resistance than the hardened concrete body Strong and hardened body with steel bars inside. In this case, the foundation part provided correspondingly to the existing foundation part supports a column part. Therefore, even if the original foundation of the existing building is small, it is difficult to install the column on the outer surface side corresponding to the original column of the existing building on the original foundation. , the earthquake-resistant structure can also be stably installed on the ground through the foundation part supporting a column part.
本發明之另一態樣之耐震構造物具備:第1柱部,其包含於內部配置有鋼筋之混凝土硬化體;第1樑部,其包含於內部配置有鋼筋之混凝土硬化體;第1交叉部,其係位於第1柱部與第1樑部交叉之部位,且分別連接於第1柱部之端部及第1樑部之端部;以及基礎部,其係連接有一柱部與基礎樑部交叉之基礎交叉部並且設置於地盤上。第1交叉部包含呈現高於混凝土硬化體之抗壓強度且於內部配置有鋼筋之硬化體。基礎部包含呈現高於混凝土硬化體之抗壓強度且於內部配置有鋼筋之硬化體。 An earthquake-resistant structure according to another aspect of the present invention includes: a first column part including a hardened concrete body with reinforcing bars inside; a first beam part including a hardened concrete body with reinforcing bars inside; a first intersection part, which is located at the intersection of the first column part and the first beam part, and is respectively connected to the end of the first column part and the end part of the first beam part; and the base part, which is connected to a column part and the foundation The foundation crossing part where the beams cross is set on the ground. The first intersection part includes a hardened body having a compressive strength higher than that of a hardened concrete body and a steel bar arranged inside. The base part includes a hardened body having a compressive strength higher than that of a hardened concrete body and a steel bar arranged inside.
於本發明之另一態樣之耐震構造物中,基礎部包含呈現高於混凝土硬 化體之抗壓強度之硬化體。因此,與基礎部包含混凝土硬化體之情形時相比,即便為相同之強度亦可縮小基礎部之大小。因此,即便於如與其他建築物、道路等鄰接般之狹窄之土地上,亦可容易地施工本發明之另一態樣之耐震構造物。 In another aspect of the earthquake-resistant structure of the present invention, the foundation part includes The compressive strength of the hardened body. Therefore, compared with the case where the foundation part contains the concrete hardening body, even if it is the same strength, the size of a foundation part can be reduced. Therefore, the earthquake-resistant structure of another aspect of the present invention can be easily constructed even on narrow land such as adjacent to other buildings and roads.
本發明之另一態樣之耐震構造物具備:第1柱部,其配置於原有建築物之外表面側且與原有建築物之原有柱部對應之位置,且包含於內部配置有鋼筋之混凝土硬化體;第1樑部,其配置於原有建築物之外表面側且與原有建築物之原有樑部對應之位置,且包含於內部配置有鋼筋之混凝土硬化體;第1交叉部,其配置於原有建築物之外表面側且與位於原有柱部和原有樑部交叉之部位之原有建築物之原有交叉部對應之位置,且分別連接於第1柱部之端部及第1樑部之端部;以及基礎部,其配置於原有建築物之外表面側且與原有建築物之原有基礎部對應之位置,且設置於地盤上。第1交叉部包含呈現高於混凝土硬化體之抗壓強度且於內部配置有鋼筋之硬化體。基礎部係與基礎交叉部連接,該基礎交叉部係配置於原有建築物之外表面側且與原有建築物中之由原有基礎部支持之一原有柱部對應之位置之一柱部、與配置於原有建築物之外表面側且與原有建築物之原有基礎樑部對應之位置之基礎樑部交叉。基礎部包含於內部配置有鋼筋之混凝土硬化體,或者包含呈現高於混凝土硬化體之抗壓強度於內部配置有鋼筋之硬化體。 An earthquake-resistant structure according to another aspect of the present invention is provided with: a first column part, which is arranged on the outer surface side of the existing building and at a position corresponding to the original column part of the existing building, and is included in the interior. Reinforced concrete hardened body; the first beam part, which is arranged on the outer surface side of the existing building and at a position corresponding to the original beam part of the existing building, and includes a hardened concrete body with steel bars arranged inside; 1 intersections, which are arranged on the outer surface of the existing building at positions corresponding to the existing intersections of the existing buildings at the intersections of the existing columns and existing beams, and are respectively connected to the first The end of the column portion and the end of the first beam portion; and the foundation portion arranged on the outer surface side of the existing building and at a position corresponding to the original foundation portion of the existing building, and installed on the site. The first intersection part includes a hardened body having a compressive strength higher than that of a hardened concrete body and a steel bar arranged inside. The foundation part is connected to the foundation intersection part, which is a column arranged on the outer surface side of the existing building and corresponding to the original column part supported by the original foundation part in the original building The portion intersects with the foundation beam portion arranged on the outer surface side of the existing building and corresponding to the original foundation beam portion of the existing building. The base part includes a hardened concrete body in which steel bars are arranged, or a hardened body in which steel bars are arranged inside which exhibit a higher compressive strength than the hardened concrete body.
於本發明之另一態樣之耐震構造物中,與原有基礎部對應地設置之基礎部係支持一柱部。因此,即便於原有建築物之原有基礎部較小,難以與原有建築物之原有柱部對應地將設置於其外表面側之一柱部設置於原有基礎部上之情形時,亦可經由支持一柱部之基礎部,將耐震構造物穩定地設置於地盤。 In the earthquake-resistant structure of another aspect of the present invention, the foundation part provided corresponding to the original foundation part supports a column part. Therefore, even if the original foundation of the existing building is small, it is difficult to install the column installed on the outer surface side on the original foundation corresponding to the original column of the existing building. , It is also possible to stably set the earthquake-resistant structure on the ground through the foundation part supporting a column part.
材齡28日之第1交叉部之抗壓強度亦可為65N/mm2以上。於該情形時,能夠進而提昇耐震構造物之耐震性。 The compressive strength of the 1st cross section with a material age of 28 days can also be more than 65N/mm 2 . In this case, the earthquake resistance of the earthquake-resistant structure can be further improved.
第1交叉部亦可包含聚合物水泥砂漿或超高強度砂漿硬化而成之砂漿硬化體。於該情形時,因該等硬化體表現出極高之抗壓強度,故而能夠進一步提昇耐震構造物之耐震性。 The first intersection portion may also include a hardened mortar body formed by hardening polymer cement mortar or ultra-high-strength mortar. In this case, since these hardened bodies exhibit extremely high compressive strength, the earthquake resistance of the earthquake-resistant structure can be further improved.
本發明之另一態樣之設計方法係耐震構造物之設計方法,該耐震構造物具備:柱部,其包含於內部配置有鋼筋之混凝土硬化體;樑部,其包含於內部配置有鋼筋之混凝土硬化體;以及交叉部,其位於柱部與樑部交叉之部位,且分別連接於柱部之端部及樑部之端部。交叉部包含呈現高於混凝土硬化體之抗壓強度且於內部配置有鋼筋之硬化體。交叉部係於樑部之延伸方向上較柱部之側面更朝向樑部側以第1突出量突出、或者於柱部之延伸方向上較樑部之側面更朝向柱部側以第2突出量突出。以於將參數m、MB'、MC'分別定義為m:柱部與樑部之抗彎承載力比 The design method of another aspect of the present invention is a design method of an earthquake-resistant structure, and the earthquake-resistant structure includes: a column part including a concrete hardened body with steel bars arranged inside; a beam part including a steel bar inside. a hardened concrete body; and an intersection, which is located at the intersection of the column and the beam and is respectively connected to the end of the column and the end of the beam. The intersection portion includes a hardened body exhibiting a higher compressive strength than the hardened concrete body and having a reinforcing bar arranged inside. The crossing portion protrudes by a first amount of protrusion toward the beam side more than the side of the column in the extending direction of the beam, or by a second protrusion toward the column than the side of the beam in the extending direction of the column protrude. So the parameters m, M B ', M C ' are respectively defined as m: the ratio of the bending capacity of the column to the beam
MB':樑部之彎曲破壞時之節點力矩 M B ': Nodal moment at the time of bending failure of the beam
MC':柱部之彎曲破壞時之節點力矩之情形時,藉由式3而求出之抗彎承載力比m成為1.2以上之方式,設定第1或第2突出量。
M C ′: In the case of the nodal moment at the time of bending failure of the column, the first or second protrusion amount is set so that the bending capacity ratio m obtained by
於本發明之另一態樣之設計方法中,交叉部包含呈現高於構成柱部及樑部之混凝土硬化體之抗壓強度之材料。因此,於地震力等外力作用於耐震構造物之情形時,於柱部與交叉部之連接部分、或樑部與交叉部之連接部分,易產生彎曲破壞。於本發明之另一態樣之設計方法中,交叉部係於
樑部之延伸方向上較柱部之側面更朝向樑部側以第1突出量突出、或者於柱部之延伸方向上較樑部之側面更朝向柱部側以第2突出量突出。於交叉部朝向樑部側突出之情形時,於交叉部突出之位置(交叉部與樑部之交界附近)易產生彎曲破壞,故而於該位置承載力發揮作用。因此,與交叉部未突出之情形時相比,樑部上之力矩梯度變大,樑部之彎曲破壞時之節點力矩MB'變大。另一方面,於交叉部朝向柱部側突出之情形時,於交叉部突出之位置(交叉部與柱部之交界附近)易產生彎曲破壞,故而於該位置承載力發揮作用。因此,與交叉部未突出之情形時相比,柱部上之力矩梯度變大,柱部之彎曲破壞時之節點力矩MC'變大。如此般,因節點力矩MB'或節點力矩MC'變大,而抗彎承載力比m相對變大。尤其,於本發明之另一態樣之設計方法中,以藉由式3而求出之抗彎承載力比m成為1.2以上之方式,設定第1或第2突出量。因此,可藉由調整第1或第2突出量之極為簡易之方法,而使耐震構造物之實際承載力接近於計算值。因此,能夠簡易且低成本地實現實際承載力與計算值之乖離之抑制。
In the design method of another aspect of the present invention, the intersection portion includes a material exhibiting a compressive strength higher than that of the hardened concrete constituting the column portion and the beam portion. Therefore, when an external force such as an earthquake force acts on an earthquake-resistant structure, bending failure is likely to occur at the connecting portion between the column portion and the crossing portion, or the connecting portion between the beam portion and the crossing portion. In the design method of another aspect of the present invention, the intersection portion protrudes by a first protrusion amount toward the beam portion side than the side of the column portion in the extending direction of the beam portion, or is longer than the beam portion in the extending direction of the column portion. The side surface of the portion protrudes by a second protrusion amount toward the column portion side. When the intersection protrudes toward the beam side, bending failure tends to occur at the position where the intersection protrudes (near the junction between the intersection and the beam), so the bearing capacity works at this position. Therefore, the moment gradient on the beam portion becomes larger than when the intersecting portion does not protrude, and the nodal moment M B ' at the time of bending failure of the beam portion becomes larger. On the other hand, when the intersection protrudes toward the column side, bending failure is likely to occur at the position where the intersection protrudes (near the boundary between the intersection and the column), so the bearing capacity acts at this position. Therefore, compared with the case where the intersection portion does not protrude, the moment gradient on the column portion becomes larger, and the nodal moment M C ' at the time of bending failure of the column portion becomes larger. In this way, as the nodal moment M B ' or nodal moment M C ' becomes larger, the moment bearing capacity ratio m becomes relatively larger. In particular, in the design method of another aspect of the present invention, the first or second protrusion amount is set so that the bending capacity ratio m obtained by
根據本發明之耐震構造物及其設計方法,能夠簡易且低成本地實現實際承載力與計算值之乖離之抑制。 According to the earthquake-resistant structure and its design method of the present invention, the deviation between the actual bearing capacity and the calculated value can be suppressed simply and at low cost.
1A~1C:建築物(耐震構造物) 1A~1C: Buildings (seismic structures)
2:前表面部 2: Front surface
3:原有建築物 3: Original building
4:加強構造物(耐震構造物) 4: Reinforcement structure (seismic structure)
5A~5E:加強後之建築物(耐震構造物) 5A~5E: Reinforced buildings (seismic structures)
6、6a~6e:柱部 6. 6a~6e: column part
7、7a~7d:樑部 7. 7a~7d: beam part
8:交叉部 8: Intersection
8a:交叉部 8a: Intersection
8b:交叉部 8b: Intersection
9:基礎部 9: Basic Department
10:樓板部 10: Floor department
11:鋼筋 11: steel bar
12:鉛垂鋼筋 12:Plumb steel bars
12a:主筋 12a: main rib
12b:剪切加強筋 12b: Cut ribs
13:水平鋼筋 13: Horizontal reinforcement
13a:主筋 13a: main rib
13b:剪切加強筋 13b: Cut ribs
16:原有柱部 16: The original column
16a~16e:原有柱部 16a~16e: the original column
17:原有樑部 17: The original beam
17a~17d:原有樑部 17a~17d: Original beam part
18:原有交叉部 18: Original intersection
19:基礎部 19: Basic Department
20:樓板部 20: Floor department
21:鋼筋 21: steel bar
22:鉛垂鋼筋 22:Plumb steel bars
22a:主筋 22a: main tendon
22b:剪切加強筋 22b: Cutting ribs
23:水平鋼筋 23: Horizontal reinforcement
23a:主筋 23a: main tendon
23b:剪切加強筋 23b: Cut ribs
26:加強柱部(柱部) 26: Reinforced column (column)
26a~26e:加強柱部 26a~26e: Reinforced columns
27:加強樑部(樑部) 27: Reinforced beam part (beam part)
27a~27d:加強樑部 27a~27d: strengthen the beam
28:加強交叉部(交叉部) 28: Reinforce the intersection (intersection)
28a:加強交叉部 28a: Strengthen the intersection
28b:加強交叉部 28b: Strengthen the intersection
28A:主部 28A: Main Department
28B、28C:連結部 28B, 28C: connection part
29:加強基礎部 29: Strengthen the basic department
31:鋼筋 31: steel bar
32:鉛垂鋼筋 32:Plumb steel bars
32a:主筋 32a: main rib
32b:剪切加強筋 32b: shear ribs
33:水平鋼筋 33: horizontal reinforcement
33a:主筋 33a: main tendon
33b:剪切加強筋 33b: shear ribs
34:錨 34: anchor
35:後施工錨 35: Post construction anchor
39:加強樑 39: Reinforcing Beam
40:加強樓板 40: Strengthen the floor
a1:突出量 a 1 : amount of protrusion
a2:突出量 a 2 : amount of protrusion
h:直線距離 h: straight line distance
h0:內寬 h 0 : inner width
L:直線距離 L: Straight line distance
L0:內寬 L 0 : inner width
MB:抗彎承載力 M B : Bending capacity
MB':節點力矩 M B ': nodal moment
MC:抗彎承載力 M C : Bending capacity
MC':節點力矩 M C ': nodal moment
Q:地震力 Q: Earthquake force
圖1係表示作為耐震構造物之一例之建築物之概略圖(第1實施形態)。 Fig. 1 is a schematic diagram showing a building as an example of an earthquake-resistant structure (first embodiment).
圖2A係圖1之IIA-IIA線剖視圖,圖2B係圖1之IIB-IIB線剖視圖。 Fig. 2A is a sectional view of line IIA-IIA in Fig. 1, and Fig. 2B is a sectional view of line IIB-IIB in Fig. 1 .
圖3A係圖1之IIIA-IIIA線剖視圖,圖3B係圖1之IIIB-IIIB線剖視圖。 FIG. 3A is a sectional view along line IIIA-IIIA of FIG. 1 , and FIG. 3B is a sectional view along line IIIB-IIIB of FIG. 1 .
圖4係用以說明交叉部之寬度及高度分別與柱之寬度及樑之高度相等之情形時之抗彎承載力比之圖。 Fig. 4 is a diagram for explaining the ratio of the moment bearing capacity when the width and height of the intersection are respectively equal to the width of the column and the height of the beam.
圖5係用以說明圖1所例示之建築物之抗彎承載力比之圖。 Fig. 5 is a diagram for explaining the ratio of the moment resistance capacity of the building illustrated in Fig. 1 .
圖6係表示作為耐震構造物之另一例之建築物之概略圖(第2實施形態)。 Fig. 6 is a schematic diagram showing another example of an earthquake-resistant structure (second embodiment).
圖7係圖6之VII-VII線剖視圖。 Fig. 7 is a cross-sectional view along line VII-VII of Fig. 6 .
圖8係用以說明圖6所例示之建築物之抗彎承載力比之圖。 Fig. 8 is a diagram for explaining the ratio of the moment resistance capacity of the building illustrated in Fig. 6 .
圖9係表示作為耐震構造物之另一例之建築物之概略圖(第3實施形態)。 Fig. 9 is a schematic diagram showing another example of an earthquake-resistant structure (third embodiment).
圖10係表示作為耐震構造物之另一例之加強後之建築物之概略圖(第4實施形態)。 Fig. 10 is a schematic diagram showing a reinforced building as another example of an earthquake-resistant structure (fourth embodiment).
圖11A係圖10之XIA-XIA線剖視圖,圖11B係圖10之XIB-XIB線剖視圖。 FIG. 11A is a sectional view taken along line XIA-XIA of FIG. 10 , and FIG. 11B is a sectional view taken along line XIB-XIB of FIG. 10 .
圖12A係圖10之XIIA-XIIA線剖視圖,圖12B係圖10之XIIB-XIIB線剖視圖。 Fig. 12A is a sectional view taken along line XIIA-XIIA of Fig. 10, and Fig. 12B is a sectional view taken along line XIIB-XIIB of Fig. 10 .
圖13係表示作為耐震構造物之另一例之加強後之建築物之概略圖(第5實施形態)。 Fig. 13 is a schematic diagram showing a reinforced building as another example of an earthquake-resistant structure (fifth embodiment).
圖14係圖13之XIV-XIV線剖視圖。 Fig. 14 is a sectional view taken along line XIV-XIV of Fig. 13 .
圖15係表示作為耐震構造物之另一例之加強後之建築物之概略圖(第6實施形態)。 Fig. 15 is a schematic diagram showing a reinforced building as another example of an earthquake-resistant structure (sixth embodiment).
圖16係表示作為耐震構造物之另一例之加強後之建築物之概略圖(第7實施形態)。 Fig. 16 is a schematic diagram showing a reinforced building as another example of an earthquake-resistant structure (seventh embodiment).
圖17係表示作為耐震構造物之另一例之加強後之建築物之概略圖(第8實施形態)。 Fig. 17 is a schematic diagram showing a reinforced building as another example of an earthquake-resistant structure (eighth embodiment).
圖18A係將作為耐震構造物之另一例之建築物與圖2A同樣地切斷時之剖視圖,圖18B係將作為耐震構造物之另一例之建築物與圖7同樣地切斷 時之剖視圖。 Fig. 18A is a cross-sectional view of a building as another example of an earthquake-resistant structure cut in the same manner as in Fig. 2A, and Fig. 18B is a cut-away view of a building as another example of an earthquake-resistant structure in the same manner as in Fig. 7 Time sectional view.
圖19A係將作為耐震構造物之另一例之加強後之建築物與圖11A同樣地切斷時之剖視圖,圖19B係將作為耐震構造物之另一例之加強後之建築物與圖14同樣地切斷時之剖視圖。 Fig. 19A is a cross-sectional view of a reinforced building as another example of an earthquake-resistant structure similar to Fig. 11A, and Fig. 19B is a reinforced building as another example of an earthquake-resistant structure similar to Fig. 14 Cutaway view.
圖20A係將作為耐震構造物之另一例之加強後之建築物與圖11A同樣地切斷時之剖視圖,圖20B係將作為耐震構造物之另一例之加強後之建築物與圖14同樣地切斷時之剖視圖。 Fig. 20A is a cross-sectional view of a reinforced building as another example of an earthquake-resistant structure similar to Fig. 11A, and Fig. 20B is a reinforced building as another example of an earthquake-resistant structure similar to Fig. 14 Cutaway view.
以下說明之本發明之實施形態係用以說明本發明之例示,故而本發明不應限定於以下之內容。於以下之說明中,設為對相同要素或具有相同功能之要素使用相同符號,並省略重複之說明。 The embodiments of the present invention described below are examples for explaining the present invention, and the present invention should not be limited to the following contents. In the following description, the same symbols are used for the same elements or elements having the same functions, and overlapping descriptions are omitted.
首先,參照圖1對建築物1A之構造進行說明。建築物1A係耐震構造物之一例。建築物1A具有於圖1中位於前方之前表面部2。建築物1A(耐震構造物)之耐震性能係於前表面部2尤其得到發揮。
First, the structure of a
前表面部2具備複數個柱部6、複數個樑部7、複數個交叉部8、複數個基礎部9、及樓板部10。雖未圖示,但前表面部2亦具備外壁、窗戶等。
The
複數個柱部6係分別設置於基礎部9上。複數個柱部6係沿鉛垂方向延伸,並且於水平方向上相互大致平行地排列。於第1實施形態中,於水平方向排列有5個柱部6。以下,存在將該等柱部6自圖1之左側起依序稱為柱部6a~6e之情況。
A plurality of
樑部7係配設於相鄰之柱部6之間。複數個樑部7係沿水平方向延伸,
並且於鉛垂方向上相互大致平行地排列。於第1實施形態中,於鉛垂方向排列有4個樑部7。以下,存在將該等樑部7自圖1之下側起依序稱為樑部7a~7d之情況。位於最下方之樑部7a(基礎樑部)之一部分或全部亦可為例如埋設於地盤中之狀態。
The
柱部6與樑部7組裝而成之組裝物係呈格子狀。柱部6及樑部7例如呈現具有矩形剖面之四角柱狀。柱部6之厚度(縱深)較佳為400mm~1000mm。柱部6之寬度較佳為400mm~1000mm。樑部7之厚度(縱深)較佳為200mm~500mm。樑部7之樑高(高度)較佳為500mm~1200mm。
The assembly formed by the
交叉部8係位於柱部6與樑部7分別交叉之部位。交叉部8將柱部6及樑部7之端部彼此連接。交叉部8亦作為柱部6之一部分發揮功能。交叉部8例如呈現具有矩形剖面之四角柱狀。交叉部8之厚度(縱深)較佳為400mm~1000mm。
The crossing
交叉部8係於樑部7之延伸方向上較柱部6之側面更朝向樑部7側突出。即,交叉部8中之於樑部7之延伸方向上之端面(樑部7與交叉部8之交界面)係於該方向上相較柱部6之側面更位於相鄰之柱部6側。另一方面,交叉部8中之於柱部6之延伸方向上之端面(柱部6與交叉部8之交界面)係於該方向上位於與樑部7之側面大致相等之高度。
The
基礎部9係經由柱部6,支持建築物1A。基礎部9之至少下部或全部亦可為例如埋入至地盤中之狀態。
The
樓板部10係於柱部6與樑部7之間沿水平面而延伸。樓板部10係作為地板及天花板發揮功能。於第1實施形態中,對應於樑部7a~樑部7d之位置,而於柱部6之上端與下端之間沿鉛垂方向排列有4個樓板部。因此,圖1所例示之建築物1A係3層樓房。
The
於圖1所示之例中,樑部7a係與相當於1層地板之部位對應地分別位於柱部6a、6b間、柱部6b、6c間、柱部6c、6d間及柱部6d、6e間。樑部7b係與相當於1層天花板及2層地板之部位對應地分別位於柱部6a、6b間、柱部6b、6c間、柱部6c、6d間及柱部6d、6e間。樑部7c係與相當於2層天花板及3層地板之部位對應地分別位於柱部6a、6b間、柱部6b、6c間、柱部6c、6d間及柱部6d、6e間。樑部7d係與相當於3層天花板之部位對應地分別位於柱部6a、6b間、柱部6b、6c間、柱部6c、6d間及柱部6d、6e間。再者,位於柱部6與樑部7a交叉之部位之交叉部8亦被稱為基礎交叉部。
In the example shown in FIG. 1, the
柱部6、樑部7、基礎部9、及樓板部10例如包含於混凝土硬化體之內部埋設有鋼筋11(下文敍述)之鋼筋混凝土。即,柱部6、樑部7、基礎部9及樓板部10包含:混凝土硬化體;及鋼筋11,其位於該混凝土硬化體之內部。交叉部8係於呈現高於混凝土硬化體之抗壓強度之硬化體之內部埋設有鋼筋11之構件。即,交叉部8包含該硬化體、及位於該硬化體之內部之鋼筋11。
The
該硬化體亦可為例如聚合物水泥砂漿或超高強度砂漿硬化而成之砂漿硬化體。砂漿硬化體之抗壓強度係於以同日之材齡進行比較之情形時,大於混凝土硬化體之抗壓強度。砂漿硬化體之材齡28日之抗壓強度較佳為65N/mm2以上。 The hardened body can also be, for example, a hardened mortar body formed by hardening polymer cement mortar or ultra-high-strength mortar. The compressive strength of the mortar hardened body is greater than that of the concrete hardened body when compared with the same day's material age. The compressive strength of the hardened mortar is preferably 65N/ mm2 or more after 28 days of age.
於此,對聚合物水泥砂漿進行說明。聚合物水泥砂漿係聚合物水泥組合物與水之混合物。 Here, polymer cement mortar will be described. Polymer cement mortar is a mixture of polymer cement composition and water.
聚合物水泥組合物係耐震工法用之聚合物水泥組合物,且含有水泥、細骨材、塑化劑、再乳化形粉末樹脂、無機系膨脹材料、及合成樹脂纖維。 The polymer cement composition is a polymer cement composition for earthquake-resistant construction, and contains cement, fine aggregate, plasticizer, re-emulsified powder resin, inorganic expansion material, and synthetic resin fiber.
水泥係作為水硬性材料較為通常者,可使用任一市售品。其等中,較佳為包含由JIS R 5210:2009「波特蘭水泥」所規定之波特蘭水泥。根據流動性及快硬性之觀點,更佳為包含早強波特蘭水泥。 Cement-based materials are common as hydraulic materials, and any commercially available product can be used. Among them, it is preferable to include Portland cement specified in JIS R 5210:2009 "Portland cement". From the viewpoint of fluidity and rapid hardening, it is more preferable to include early-strength Portland cement.
根據強度表現性之觀點,水泥之勃氏比表面積(Blaine specific surface area)係較佳為3000cm2/g~6000cm2/g,更佳為4000cm2/g~5000cm2/g,進而較佳為4200cm2/g~4800cm2/g。 From the viewpoint of strength performance, the Blaine specific surface area of cement is preferably 3000cm 2 /g~6000cm 2 /g, more preferably 4000cm 2 /g~5000cm 2 /g, and more preferably 4200cm 2 /g~4800cm 2 /g.
作為細骨材,可例示矽砂、河砂、陸砂、海砂及碎砂等砂類。細骨材亦可將選自該等中之一種單獨或組合兩種以上使用。該等中,根據使聚合物水泥砂漿對模框之填充性更順利之觀點,較佳為包含矽砂。 Examples of fine aggregates include sands such as silica sand, river sand, land sand, sea sand, and crushed sand. The fine aggregate may be used alone or in combination of two or more selected from these. Among them, it is preferable to contain silica sand from the viewpoint of smoother filling of the formwork with polymer cement mortar.
於藉由JIS A 1102:2014「骨材之篩分試驗方法」中規定之方法對細骨材進行篩分之情形時,滯留於連續之各篩之間之質量分率(%)係於篩網眼2000μm時,亦可為0質量%。於細骨材全部通過篩網眼2000μm之篩之情形時,上述質量分率為0質量%。 When the fine aggregate is sieved by the method stipulated in JIS A 1102:2014 "Sieving Test Method for Aggregate", the mass fraction (%) that stays between successive sieves refers to the When the mesh size is 2000 μm, it may be 0% by mass. When all fine aggregates pass through a sieve with a mesh size of 2000 μm, the above-mentioned mass fraction is 0% by mass.
滯留於連續之各篩之間之質量分率(%)較佳為於篩網眼1180μm時為5.0~25.0,於篩網眼600μm時為20.0~50.0,於篩網眼300μm時為20.0~50.0,於篩網眼150μm時為5.0~25.0,於篩網眼75μm時為0~10.0。 The mass fraction (%) retained between the continuous sieves is preferably 5.0~25.0 when the mesh size is 1180 μm, 20.0~50.0 when the mesh size is 600 μm, and 20.0~50.0 when the mesh size is 300 μm , when the sieve mesh is 150 μm, it is 5.0~25.0, and when the sieve mesh is 75 μm, it is 0~10.0.
滯留於連續之各篩之間之質量分率(%)更佳為於篩網眼1180μm時為10.0~20.0, 於篩網眼600μm時為25.0~45.0,於篩網眼300μm時為25.0~45.0,於篩網眼150μm時為10.0~20.0,於篩網眼75μm時為0~5.0。 The mass fraction (%) retained between the continuous sieves is more preferably 10.0~20.0 when the mesh size is 1180 μm, When the mesh size is 600μm, it is 25.0~45.0, when the mesh size is 300μm, it is 25.0~45.0, when the mesh size is 150μm, it is 10.0~20.0, when the mesh size is 75μm, it is 0~5.0.
於藉由上述規定來篩分細骨材之情形時,因滯留於連續之各篩之間之質量分率(%)為上述範圍內,故可獲得具有更良好之材料抗分離性及流動性之砂漿、或者具有更高之抗壓強度之硬化體。 In the case of sieving fine aggregates according to the above regulations, because the mass fraction (%) retained between the continuous sieves is within the above range, better material separation resistance and fluidity can be obtained. Mortar, or hardened body with higher compressive strength.
於藉由JIS A 1102:2014「骨材之篩分試驗方法」中規定之方法將細骨材進行篩分之情形時,細骨材之粗粒率係較佳為1.60~3.00,更佳為1.90~2.80,進而較佳為2.10~2.70,尤佳為2.30~2.60。 When fine aggregates are sieved by the method stipulated in JIS A 1102:2014 "Sieving Test Methods for Aggregates", the coarse particle ratio of fine aggregates is preferably 1.60~3.00, more preferably 1.90~2.80, more preferably 2.10~2.70, especially preferably 2.30~2.60.
因細骨材之粗粒率為上述範圍,故可獲得具有更良好之材料抗分離性或流動性之聚合物水泥砂漿、或者具有更良好之強度特性之硬化體。 Because the coarse grain rate of the fine aggregate is within the above range, it is possible to obtain polymer cement mortar with better material separation resistance or fluidity, or a hardened body with better strength characteristics.
上述篩分可使用JIS Z 8801-1:2006「試驗用篩-第1部:金屬製網篩」中規定之網眼不同之數個篩而進行。 The above-mentioned sieving can be performed using several sieves with different meshes specified in JIS Z 8801-1:2006 "Sieves for testing - Part 1: Metal mesh sieves".
細骨材之含量係相對於水泥100質量份,較佳為80質量份~130質量份,更佳為85質量份~125質量份,進而較佳為90質量份~120質量份,尤佳為95質量份~115質量份,最佳為100質量份~110質量份。 The content of fine aggregate is relative to 100 parts by mass of cement, preferably 80 parts by mass to 130 parts by mass, more preferably 85 parts by mass to 125 parts by mass, further preferably 90 parts by mass to 120 parts by mass, especially preferably 95 to 115 parts by mass, preferably 100 to 110 parts by mass.
可藉由將細骨材之含量設為上述範圍,而獲得具有更高抗壓強度之硬化體。 A hardened body having higher compressive strength can be obtained by setting the content of the fine aggregate within the above-mentioned range.
塑化劑可例示三聚氰胺磺酸之甲醛縮合物、酪蛋白、酪蛋白鈣、及多羧酸系者等。塑化劑可將選自該等中之一種單獨地或組合兩種以上使用。其中,根據獲得較高之減水效果之觀點,較佳為包含多羧酸系塑化劑。可藉由使用多羧酸系塑化劑,而降低水粉體比,使砂漿硬化體之強度表現性變得進一步良好。 Examples of the plasticizer include formaldehyde condensates of melamine sulfonic acid, casein, calcium caseinate, and polycarboxylic acid-based ones. The plasticizer may be used alone or in combination of two or more selected from these. Among them, from the viewpoint of obtaining a high water-reducing effect, it is preferable to include a polycarboxylic acid-based plasticizer. By using polycarboxylic acid-based plasticizers, the water-powder ratio can be reduced, and the strength performance of the hardened mortar can be further improved.
塑化劑之含量係相對於水泥100質量份,較佳為0.04質量份~0.55質量份,更佳為0.10質量份~0.45質量份,進而較佳為0.15質量份~0.35質量份,尤佳為0.20質量份~0.30質量份。 The content of the plasticizer is relative to 100 parts by mass of cement, preferably 0.04 parts by mass to 0.55 parts by mass, more preferably 0.10 parts by mass to 0.45 parts by mass, further preferably 0.15 parts by mass to 0.35 parts by mass, especially preferably 0.20 to 0.30 parts by mass.
可藉由將塑化劑之含量設為上述範圍,而獲得具有更良好之流動性之聚合物水泥砂漿。又,可獲得具有更高之抗壓強度之砂漿硬化體。 A polymer cement mortar having better fluidity can be obtained by setting the content of the plasticizer in the above-mentioned range. Also, a mortar-hardened body having higher compressive strength can be obtained.
再乳化形粉末樹脂係其種類及製造方法並無特別限定,亦可使用藉由公知之製造方法所製造者。又,再乳化形粉末樹脂亦可於表面具有抗結塊劑。根據砂漿硬化體之耐久性之觀點,再乳化形粉末樹脂較佳為含有丙烯酸。進而,根據接著性及抗壓強度之觀點,再乳化形粉末樹脂之玻璃轉移溫度(Tg)較佳為-5℃~20℃之範圍。 The kind and manufacturing method of the re-emulsified powder resin are not particularly limited, and those manufactured by known manufacturing methods can also be used. Also, the re-emulsified powder resin may have an anti-caking agent on the surface. The re-emulsified powder resin preferably contains acrylic acid from the viewpoint of durability of the cured mortar. Furthermore, from the viewpoint of adhesiveness and compressive strength, the glass transition temperature (Tg) of the re-emulsified powder resin is preferably in the range of -5°C to 20°C.
再乳化形粉末樹脂之含量係相對於水泥100質量份,較佳為0.2質量份~6.0質量份,更佳為0.5質量份~3.5質量份,進而較佳為0.7質量份~2.8質量份, 尤佳為0.9質量份~2.1質量份,最佳為1.1質量份~1.8質量份。 The content of the re-emulsified powder resin is preferably 0.2 to 6.0 parts by mass, more preferably 0.5 to 3.5 parts by mass, more preferably 0.7 to 2.8 parts by mass, relative to 100 parts by mass of cement, More preferably, it is 0.9 to 2.1 parts by mass, most preferably, it is 1.1 to 1.8 parts by mass.
可藉由將再乳化形粉末樹脂之含量設為上述範圍,而進而高水準地兼顧聚合物水泥砂漿之接著性與砂漿硬化體之抗壓強度。 By setting the content of the re-emulsified powder resin within the above-mentioned range, it is possible to achieve a high level of both the adhesiveness of the polymer cement mortar and the compressive strength of the hardened mortar.
作為無機系膨脹材料,可例示生石灰-石膏系膨脹材料、石膏系膨脹材料、硫鋁酸鈣(CSA,Calcium Sulfo-Aluminate)系膨脹材料、及生石灰-石膏-硫鋁酸鈣系膨脹材料等。無機系膨脹材料可將選自該等中之一種單獨地或組合兩種以上使用。其中,根據進而提昇硬化體之抗壓強度之觀點,較佳為包含生石灰-石膏-硫鋁酸鈣系膨脹材料。 Examples of inorganic expansion materials include quicklime-gypsum expansion materials, gypsum expansion materials, calcium sulfoaluminate (CSA, Calcium Sulfo-Aluminate) expansion materials, and quicklime-gypsum-calcium sulfoaluminate expansion materials. The inorganic expansion material can be used alone or in combination of two or more selected from these. Among them, it is preferable to include quicklime-gypsum-calcium sulfoaluminate-based expansion material from the viewpoint of further improving the compressive strength of the hardened body.
無機系膨脹材料之含量係相對於水泥100質量份,較佳為2.0質量份~10.0質量份,更佳為3.0質量份~9.0質量份,進而較佳為4.0質量份~8.0質量份,尤佳為5.0質量份~7.0質量份。 The content of the inorganic expansion material is relative to 100 parts by mass of cement, preferably 2.0 parts by mass to 10.0 parts by mass, more preferably 3.0 parts by mass to 9.0 parts by mass, further preferably 4.0 parts by mass to 8.0 parts by mass, most preferably 5.0 to 7.0 parts by mass.
可藉由將無機系膨脹材料之含量設為上述範圍,而表現出更合理之膨脹性,從而可抑制砂漿硬化體之收縮。 By setting the content of the inorganic expansion material in the above-mentioned range, more reasonable expansion can be exhibited, and the shrinkage of the hardened mortar body can be suppressed.
作為合成樹脂纖維,可例示聚乙烯、乙烯-乙酸乙烯酯共聚物(EVA)、聚丙烯等聚烯烴、聚酯、聚醯胺、聚乙烯醇、維尼綸及聚氯乙烯等。合成樹脂纖維可將選自該等中之一種單獨地或組合兩種以上使用。 Examples of synthetic resin fibers include polyolefins such as polyethylene, ethylene-vinyl acetate copolymer (EVA), and polypropylene, polyester, polyamide, polyvinyl alcohol, vinylon, and polyvinyl chloride. The synthetic resin fibers can be used alone or in combination of two or more selected from these.
合成樹脂纖維之纖維長度係根據提昇砂漿中之分散性、及砂漿硬化體之抗龜裂性之方面,較佳為4mm~20mm,更佳為6mm~18mm, 進而較佳為8mm~16mm,尤佳為10mm~14mm。 The fiber length of the synthetic resin fiber is based on improving the dispersion in the mortar and the crack resistance of the hardened mortar, preferably 4mm~20mm, more preferably 6mm~18mm, Furthermore, it is more preferably 8 mm to 16 mm, especially preferably 10 mm to 14 mm.
合成樹脂纖維之含量係相對於水泥100質量份,較佳為0.11質量份~0.64質量份,更佳為0.21質量份~0.53質量份,進而較佳為0.28質量份~0.47質量份,尤佳為0.32質量份~0.43質量份。 The content of synthetic resin fiber is relative to 100 parts by mass of cement, preferably 0.11 to 0.64 parts by mass, more preferably 0.21 to 0.53 parts by mass, further preferably 0.28 to 0.47 parts by mass, especially preferably 0.32 to 0.43 parts by mass.
可藉由將合成樹脂纖維之纖維長度及含量設為上述範圍,而進而提昇砂漿中之分散性或砂漿硬化體之抗龜裂性。即,藉由合成樹脂纖維之存在,可抑制砂漿硬化體之開裂,並且可提昇砂漿硬化體之抗彎承載力。 By setting the fiber length and content of the synthetic resin fibers within the above-mentioned ranges, the dispersibility in the mortar and the crack resistance of the hardened mortar can be further improved. That is, the existence of the synthetic resin fibers suppresses the cracking of the hardened mortar body and improves the bending resistance of the hardened mortar body.
聚合物水泥組合物亦可視用途而含有凝結調整劑、增黏劑、金屬系膨脹材料、及消泡劑等。 The polymer cement composition may also contain a coagulation regulator, a thickener, a metal-based expansion material, an antifoaming agent, and the like depending on the application.
聚合物水泥砂漿包含上述聚合物水泥組合物及水。聚合物水泥砂漿可藉由調配上述聚合物水泥組合物及水進行混練而製備。以此方式製備之聚合物水泥砂漿具有優異之流動性(流動值)。因此,可順利地進行對於用以形成耐震構造物之模框內之填充。因此,可較佳地用作建築物1A用之聚合物水泥砂漿。於製備聚合物水泥砂漿時,可藉由適當變更水粉體比(水量/聚合物水泥組合物量),而調整聚合物水泥砂漿之流動值。
The polymer cement mortar comprises the above-mentioned polymer cement composition and water. The polymer cement mortar can be prepared by kneading the above polymer cement composition and water. The polymer cement mortars produced in this way have excellent fluidity (flow values). Therefore, filling into the formwork for forming an earthquake-resistant structure can be smoothly performed. Therefore, it can be preferably used as a polymer cement mortar for
水粉體比係較佳為0.135~0.175,更佳為0.140~0.170,進而較佳為0.143~0.167, 尤佳為0.145~0.165。 Water-powder ratio is preferably 0.135~0.175, more preferably 0.140~0.170, and more preferably 0.143~0.167, Preferably, it is 0.145~0.165.
本說明書中之流動值係藉由以下之順序進行測定。於厚度5mm之研磨板玻璃上配置內徑50mm、高度100mm之圓筒形狀之氯乙烯製管。此時,以氯乙烯製管之一端與研磨板玻璃接觸,另一端成為向上之方式進行配置。自另一端側之開口注入聚合物水泥砂漿,對氯乙烯製管內填充聚合物水泥砂漿後,將氯乙烯製管垂直地拉起。於砂漿之擴散靜止後,測定相互正交之2個方向上之直徑(mm)。將測定值之平均值設為流動值(mm)。 The flow value in this specification is measured by the following procedure. A cylindrical vinyl chloride tube with an inner diameter of 50 mm and a height of 100 mm is arranged on a polished plate glass with a thickness of 5 mm. At this time, one end of the vinyl chloride tube was in contact with the polished plate glass, and the other end was placed upward. The polymer cement mortar is injected from the opening on the other end side, and the vinyl chloride pipe is pulled up vertically after filling the polymer cement mortar into the vinyl chloride pipe. After the spread of the mortar is still, measure the diameters (mm) in two directions perpendicular to each other. The average value of the measured values was defined as the flow value (mm).
聚合物水泥砂漿之流動值係較佳為160mm~270mm,更佳為165mm~260mm,進而較佳為170mm~250mm。 The flow value of the polymer cement mortar is preferably 160mm-270mm, more preferably 165mm-260mm, further preferably 170mm-250mm.
因流動值為上述範圍,故可獲得材料抗分離性及填充性優異之聚合物水泥砂漿。 Because the flow value is within the above range, it is possible to obtain polymer cement mortar with excellent material separation resistance and filling properties.
砂漿硬化體可將聚合物水泥砂漿硬化而形成。以此方式形成之砂漿硬化體係於與構成建築物1A之混凝土之柱部6及樑部7一體化時,強度表現性優異。因此,可縮短工期。又,因具有較高之抗壓強度,故而可提昇建築物1A之耐震性。聚合物水泥砂漿之硬化體之抗壓強度係於以同日之材齡進行比較之情形時大於混凝土硬化體之抗壓強度。
The mortar hardened body can be formed by hardening polymer cement mortar. The mortar-cured system formed in this manner is excellent in strength performance when integrated with the
本說明書中所謂之「抗壓強度」係指依據JIS A 1132:2014「混凝土之強度試驗用試樣之製作方法」而製作直徑5cm×高度10cm之圓柱試樣,且依據JIS A 1108:2006「混凝土之抗壓強度試驗方法」測定所得之值(N/mm2)。 The so-called "compressive strength" in this manual refers to a cylindrical sample with a diameter of 5 cm x a height of 10 cm made in accordance with JIS A 1132: 2014 "Methods for making samples for strength tests of concrete", and in accordance with JIS A 1108: 2006 " The value (N/mm 2 ) measured in "Test Method for Compressive Strength of Concrete".
藉由上述試驗方法所測定之砂漿硬化體之材齡7日之抗壓強度係較佳為60N/mm2以上,更佳為61N/mm2以上,進而較佳為62N/mm2以上,尤佳為63N/mm2以上。 The 7-day-old compressive strength of the hardened mortar measured by the above test method is preferably 60N/ mm2 or more, more preferably 61N/ mm2 or more, and even more preferably 62N/ mm2 or more, especially Preferably it is 63N/mm 2 or more.
可藉由使用具有如以材齡7日便可達到上述抗壓強度般之強度表現性之砂漿硬化體,而進而縮短工期。 The construction period can be further shortened by using a hardened mortar having such strength performance that the above-mentioned compressive strength can be achieved at a material age of 7 days.
藉由上述試驗方法而測定之砂漿硬化體之材齡28日之抗壓強度係較佳為65N/mm2以上,更佳為70N/mm2以上,進而較佳為71N/mm2以上,尤佳為72N/mm2以上。 The 28-day-old compressive strength of the hardened mortar measured by the above-mentioned test method is preferably 65N/ mm2 or more, more preferably 70N/ mm2 or more, further preferably 71N/ mm2 or more, especially Preferably it is 72N/mm 2 or more.
繼而,對超高強度砂漿進行說明。作為超高強度砂漿之一例,可列舉於包含水泥、二氧化矽煙霧、細骨材、無機質細粉末、減水劑及消泡劑之水硬性組合物中添加纖維及水製造所得之砂漿組合物。 Next, the ultra-high-strength mortar will be described. As an example of ultra-high-strength mortar, a mortar composition prepared by adding fibers and water to a hydraulic composition containing cement, silica fume, fine aggregate, inorganic fine powder, water reducer, and defoamer can be mentioned.
關於上述水泥之礦物組成,C3S量係較佳為40.0質量%~75.0質量%,更佳為45.0質量%~73.0質量%,進而較佳為48.0質量%~70.0質量%,尤佳為50.0質量%~68.0質量%。 Regarding the mineral composition of the above cement, the C 3 S content is preferably 40.0% by mass to 75.0% by mass, more preferably 45.0% by mass to 73.0% by mass, still more preferably 48.0% by mass to 70.0% by mass, most preferably 50.0% by mass Mass%~68.0 mass%.
若C3S量未達40.0質量%,則有抗壓強度變低之傾向,若超過75.0質量%,則有水泥之煅燒本身變困難之傾向。 If the amount of C 3 S is less than 40.0% by mass, the compressive strength tends to be low, and if it exceeds 75.0% by mass, it tends to be difficult to calcine the cement itself.
關於上述水泥之礦物組成,C3A量係較佳為未達2.7質量%,更佳為未達2.3質量%,進而較佳為未達2.1質量%,尤佳為未達1.9質量%。 Regarding the mineral composition of the above cement, the amount of C 3 A is preferably less than 2.7% by mass, more preferably less than 2.3% by mass, further preferably less than 2.1% by mass, and most preferably less than 1.9% by mass.
若C3A量為2.7質量%以上,則流動性容易變得不充分。再者,C3A量之下限值並無特別限定,但為0.1質量%左右。 When the amount of C 3 A is 2.7% by mass or more, fluidity tends to be insufficient. In addition, the lower limit of the amount of C 3 A is not particularly limited, but is about 0.1% by mass.
關於上述水泥之礦物組成,C2S量係較佳為9.5質量%~40.0質量%,更佳為10.0質量%~35.0質量%,進而較佳為12.0質量%~30.0質量%。 Regarding the mineral composition of the above cement, the C 2 S content is preferably 9.5% by mass to 40.0% by mass, more preferably 10.0% by mass to 35.0% by mass, further preferably 12.0% by mass to 30.0% by mass.
關於上述水泥之礦物組成,C4AF量係較佳為9.0質量%~18.0質量%,更佳為10.0質量%~15.0質量%,進而較佳為11.0質量%~15.0質量%。 Regarding the mineral composition of the above cement, the amount of C 4 AF is preferably 9.0% by mass to 18.0% by mass, more preferably 10.0% by mass to 15.0% by mass, further preferably 11.0% by mass to 15.0% by mass.
若為此種水泥之礦物組成之範圍,則變得容易確保砂漿組合物之較高之流動性及其硬化體之較高之抗壓強度。 If the mineral composition of the cement falls within this range, it becomes easy to ensure high fluidity of the mortar composition and high compressive strength of the hardened body.
關於水泥之粒度,45μm篩之殘留物之上限係較佳為25.0質量%,更佳為20.0質量%,進而較佳為18.0質量%,尤佳為15.0質量%。 Regarding the particle size of cement, the upper limit of the residue on a 45 μm sieve is preferably 25.0 mass%, more preferably 20.0 mass%, further preferably 18.0 mass%, especially preferably 15.0 mass%.
關於水泥之粒度,45μm篩之殘留物之下限係 較佳為0.0質量%,更佳為1.0質量%,進而較佳為2.0質量%,尤佳為3.0質量%。 Regarding the particle size of cement, the lower limit of the residue on a 45μm sieve is Preferably it is 0.0 mass %, More preferably, it is 1.0 mass %, More preferably, it is 2.0 mass %, Most preferably, it is 3.0 mass %.
若水泥之粒度為該範圍,則可確保較高之抗壓強度。又,因使用該水泥製備所得之漿料具有適度之黏性,故而即便於添加有下述之纖維之情形時亦可確保充分之分散性。 If the particle size of the cement falls within this range, high compressive strength can be ensured. Moreover, since the slurry prepared by using this cement has moderate viscosity, sufficient dispersibility can be ensured even when the following fiber is added.
水泥之勃氏比表面積係較佳為2500cm2/g~4800cm2/g,更佳為2800cm2/g~4000cm2/g,進而較佳為3000cm2/g~3600cm2/g,尤佳為3200cm2/g~3500cm2/g。 The Blaine specific surface area of cement is preferably 2500cm 2 /g~4800cm 2 /g, more preferably 2800cm 2 /g~4000cm 2 /g, further preferably 3000cm 2 /g~3600cm 2 /g, especially 3200cm 2 /g~3500cm 2 /g.
若水泥之勃氏比表面積未達2500cm2/g,則有砂漿組合物之強度變低之傾向,若超過4800cm2/g,則有低水水泥比下之流動性下降之傾向。 If the Blaine specific surface area of cement is less than 2500 cm 2 /g, the strength of the mortar composition tends to decrease, and if it exceeds 4800 cm 2 /g, the fluidity at low water cement ratio tends to decrease.
於上述水泥之製造時,無需進行與通常之水泥特別不同之操作。上述水泥可藉由如下方法進行製造,即,根據作為目標之礦物組成,改變石灰石、矽石、礦渣、煤灰、建設產生土、及高爐灰塵等原料之調製,利用實機窯進行煅燒之後,於所得之熟料中添加石膏且粉碎成特定之粒度。於進行煅燒之窯中,可使用通常之NSP(new suspension preheater,新懸浮預熱器)窯或SP(suspension preheater,懸浮預熱器)窯等,且粉碎中可使用通常之球磨機等粉碎機。又,視需要,亦可混合2種以上之水泥。 In the manufacture of the above-mentioned cement, it is not necessary to carry out operations which are particularly different from ordinary cement. The above-mentioned cement can be produced by changing the preparation of raw materials such as limestone, silica, slag, coal ash, construction generated soil, and blast furnace dust according to the target mineral composition, and calcining in a real machine kiln. Gypsum is added to the obtained clinker and crushed to a specific particle size. As the kiln for calcination, a common NSP (new suspension preheater, new suspension preheater) kiln or SP (suspension preheater, suspension preheater) kiln, etc. can be used, and a common pulverizer such as a ball mill can be used for pulverization. In addition, two or more types of cement may be mixed as needed.
上述二氧化矽煙霧係將於製造金屬矽、矽鐵合金、電融氧化鋯等時產生之排氣中之灰塵集塵而獲得之副產物,且主成分為於鹼金屬溶液中溶解 之非晶質之SiO2。 The above-mentioned silica fume is a by-product obtained by collecting dust from the exhaust gas produced during the manufacture of metal silicon, ferrosilicon alloy, and fused zirconia, and its main component is amorphous dissolved in alkali metal solution of SiO 2 .
二氧化矽煙霧之平均粒徑係較佳為0.05μm~2.0μm,更佳為0.10μm~1.5μm,進而較佳為0.18μm~0.28μm,尤佳為0.20μm~0.28μm。 The average particle size of the silicon dioxide fume is preferably 0.05 μm to 2.0 μm, more preferably 0.10 μm to 1.5 μm, further preferably 0.18 μm to 0.28 μm, especially preferably 0.20 μm to 0.28 μm.
可藉由使用此種二氧化矽煙霧,而易於確保砂漿組合物之高流動性及其硬化體之高抗壓強度。 By using such silica fume, it is easy to ensure high fluidity of the mortar composition and high compressive strength of its hardened body.
上述砂漿組合物係以水泥及二氧化矽煙霧之合計量為基準,含有較佳為3質量%~30質量%、更佳為5質量%~20質量%、進而較佳為10質量%~18質量%、尤佳為10質量%~15質量%之二氧化矽煙霧。 The above-mentioned mortar composition is based on the total amount of cement and silica fume, and preferably contains 3% by mass to 30% by mass, more preferably 5% by mass to 20% by mass, and more preferably 10% by mass to 18% by mass. % by mass, preferably 10% by mass to 15% by mass of silicon dioxide fume.
作為上述細骨材,並無特別限制,亦可使用河砂、陸砂、海砂、碎砂、矽砂、石灰石細骨材、高爐礦渣細骨材、鎳鐵礦渣細骨材、銅礦渣細骨材、電性爐氧化礦渣細骨材等。細骨材之吸水率係較佳為5.00%以下,更佳為4.00%以下,進而較佳為3.00%以下,尤佳為2.80%以下。 The above-mentioned fine aggregates are not particularly limited, and river sand, land sand, sea sand, crushed sand, silica sand, limestone fine aggregates, blast furnace slag fine aggregates, ferronickel slag fine aggregates, copper ore fine aggregates, etc. can also be used. Slag fine aggregate, electric furnace oxidized slag fine aggregate, etc. The water absorption of the fine aggregate is preferably 5.00% or less, more preferably 4.00% or less, further preferably 3.00% or less, and most preferably 2.80% or less.
由此,可獲得更穩定之流動性。又,所謂「吸水率」係指依據JIS A 1109:2006中規定之骨材之吸水率(單位:%)之測定方法測定所得之值。又,細骨材之粒度較佳為全部通過10mm篩,且85質量%以上通過5mm篩。 Thus, more stable fluidity can be obtained. Also, the term "water absorption" refers to a value measured in accordance with the method for measuring water absorption (unit: %) of aggregates specified in JIS A 1109:2006. In addition, the particle size of the fine aggregate is preferably such that all of them pass through a 10mm sieve, and more than 85% by mass pass through a 5mm sieve.
又,不包含纖維之砂漿組合物中之細骨材量係較佳為100kg/m3~800kg/m3,更佳為200kg/m3~600kg/m3,進而較佳為250kg/m3~500kg/m3。 Also, the amount of fine aggregate in the mortar composition not containing fibers is preferably 100kg/m 3 ~800kg/m 3 , more preferably 200kg/m 3 ~600kg/m 3 , and still more preferably 250kg/m 3 ~500kg/m 3 .
作為無機質細粉末,亦可使用石灰石粉、矽石粉、碎石粉、礦渣粉等細粉末。無機質細粉末係將石灰石粉、矽石粉、碎石粉、及礦渣粉等以勃氏比表面積成為2500cm2/g以上為止之方式進行粉碎或分級所得之細粉末,且可期待改善砂漿組合物之流動性。 As the inorganic fine powder, fine powders such as limestone powder, silica powder, crushed stone powder, and slag powder can also be used. Inorganic fine powder is a fine powder obtained by pulverizing or classifying limestone powder, silica powder, crushed stone powder, and slag powder until the Blaine specific surface area becomes 2500 cm 2 /g or more, and it can be expected to improve the mortar composition. fluidity.
無機質細粉末之勃氏比表面積係較佳為3000cm2/g~5000cm2/g,更佳為3200cm2/g~4500cm2/g,進而較佳為3400cm2/g~4300cm2/g,尤佳為3600cm2/g~4300cm2/g。 The Blaine specific surface area of the inorganic fine powder is preferably 3000cm 2 /g~5000cm 2 /g, more preferably 3200cm 2 /g~4500cm 2 /g, further preferably 3400cm 2 /g~4300cm 2 /g, especially Preferably it is 3600cm 2 /g~4300cm 2 /g.
細骨材與無機質細粉末之混合物係較佳為包含40質量%~80質量%、更佳為包含45質量%~80質量%、進而較佳為包含50質量%~75質量%之粒徑0.15mm以下之粒群。 The mixture of fine aggregate and inorganic fine powder preferably contains 40% by mass to 80% by mass, more preferably contains 45% by mass to 80% by mass, and more preferably contains 50% by mass to 75% by mass of particle size 0.15 Particles below mm.
上述混合物係較佳為包含30質量%~80質量%、更佳為包含35質量%~70質量%、進而較佳為包含40質量%~65質量%之粒徑0.075mm以下之粒群。 The above mixture preferably contains 30% by mass to 80% by mass, more preferably 35% by mass to 70% by mass, and still more preferably 40% by mass to 65% by mass of particles with a particle size of 0.075 mm or less.
若細骨材與無機質細粉末之混合物中所含之粒徑0.075mm以下之粒群未達30質量%,則有砂漿組合物之黏性不充分而成為材料分離之虞。 If the mixture of fine aggregate and inorganic fine powder contains less than 30% by mass of particles with a particle size of 0.075 mm or less, the viscosity of the mortar composition may be insufficient and material separation may occur.
細骨材與無機質細粉末之混合物係相對於水泥及二氧化矽煙霧之合計量100質量份,較佳為包含10質量份~60質量份之細骨材、及5質量份~55質量份之無機質細粉末,更佳為包含15質量份~45質量份之細骨材、及10質量份~40質量份之無機質細粉末,進而較佳為包含20質量份~35質量份之細骨材、及15質量份~30質量份之無機質細粉末。 The mixture of fine aggregate and inorganic fine powder is based on 100 parts by mass of the total amount of cement and silica fume, preferably 10 to 60 parts by mass of fine aggregate and 5 to 55 parts by mass of Inorganic fine powder, more preferably 15 to 45 parts by mass of fine aggregate, and 10 to 40 parts by mass of inorganic fine powder, more preferably 20 to 35 parts by mass of fine aggregate, And 15 to 30 parts by mass of inorganic fine powder.
又,不包含纖維之砂漿組合物每1m3之細骨材及無機質細粉末之混合物之單位量係較佳為200kg/m3~1000kg/m3,更佳為400kg/m3~900kg/m3,進而較佳為500kg/m3~800kg/m3。 Also, the unit amount of the mixture of fine aggregate and inorganic fine powder per 1 m 3 of the mortar composition not containing fibers is preferably 200kg/m 3 ~1000kg/m 3 , more preferably 400kg/m 3 ~900kg/m 3 , and more preferably 500kg/m 3 ~800kg/m 3 .
作為減水劑,亦可使用木質素系、萘磺酸系、胺基磺酸系、及多羧酸系減水劑、高性能減水劑、及高性能AE(Air Entraining,引氣)減水劑等。根據確保低水水泥比下之流動性之觀點,作為減水劑,可使用多羧酸系減水劑、高性能減水劑或高性能AE減水劑,亦可使用多羧酸系高性能減水劑。又,為了製成預先混合有減水劑之預混料型砂漿組合物,減水劑之性狀較佳為粉體。 As the water reducer, lignin-based, naphthalenesulfonic acid-based, sulfamic acid-based, and polycarboxylic acid-based water-reducing agents, high-performance water-reducing agents, and high-performance AE (Air Entraining, air-entraining) water-reducing agents can also be used. From the viewpoint of ensuring fluidity at low water-to-cement ratios, polycarboxylic acid-based superplasticizers, high-performance superplasticizers, or high-performance AE superplasticizers can be used as superplasticizers, and polycarboxylic acid-based high-performance superplasticizers can also be used. In addition, in order to prepare a premixed mortar composition in which a water reducing agent is mixed in advance, the property of the water reducing agent is preferably powder.
上述砂漿組合物係相對於水泥與二氧化矽煙霧之合量100質量份,較佳為包含0.01質量份~6.0質量份、更佳為包含0.05質量份~4.0質量份、進而較佳為包含0.07質量份~3.0質量份、 尤佳為包含0.10質量份~2.0質量份之減水劑。 The above mortar composition is preferably 0.01 to 6.0 parts by mass, more preferably 0.05 to 4.0 parts by mass, and more preferably 0.07 Parts by mass~3.0 parts by mass, Most preferably, it contains 0.10 to 2.0 parts by mass of a water reducing agent.
作為上述消泡劑,可列舉特殊非離子調配型界面活性劑、聚伸烷基衍生物、疏水性二氧化矽、聚醚系等。於該情形時,上述砂漿組合物係相對於水泥與二氧化矽煙霧之合量100質量份,較佳為包含0.01質量份~2.0質量份、更佳為包含0.02質量份~1.5質量份、進而較佳為包含0.03質量份~1.0質量份之消泡劑。 Examples of the antifoaming agent include special nonionic formulated surfactants, polyalkylene derivatives, hydrophobic silica, polyether-based, and the like. In this case, the above-mentioned mortar composition is preferably 0.01 to 2.0 parts by mass, more preferably 0.02 to 1.5 parts by mass, and further preferably 0.02 to 1.5 parts by mass relative to 100 parts by mass of the total amount of cement and silica fume. It is preferable to contain 0.03 mass part - 1.0 mass part of antifoaming agent.
關於砂漿組合物,亦可視需要而含有1種以上之膨脹材料、收縮降低劑、凝結促進劑、凝結延遲劑、增黏劑、再乳化形樹脂粉末、聚合物乳液等。 The mortar composition may optionally contain one or more types of expansion material, shrinkage reducer, coagulation accelerator, coagulation retarder, thickener, re-emulsified resin powder, polymer emulsion, and the like.
於上述砂漿組合物中,水之添加量係相對於水泥與二氧化矽煙霧之合量100質量份,較佳為10質量份~25質量份,更佳為12質量份~20質量份,進而較佳為13質量份~18質量份。 In the above mortar composition, the amount of water added is 100 parts by mass to 25 parts by mass, more preferably 12 parts by mass to 20 parts by mass, relative to 100 parts by mass of the combined amount of cement and silica fume, and then Preferably it is 13 mass parts - 18 mass parts.
不包含纖維之砂漿組合物之單位水量係較佳為180kg/m3~280kg/m3、更佳為200kg/m3~270kg/m3、進而較佳為210kg/m3~260kg/m3。 The unit water volume of the mortar composition not containing fibers is preferably 180kg/m 3 ~280kg/m 3 , more preferably 200kg/m 3 ~270kg/m 3 , and more preferably 210kg/m 3 ~260kg/m 3 .
砂漿組合物(超高強度砂漿)係如上所述包含纖維。作為纖維,可列舉有機纖維及無機纖維。作為有機纖維,可列舉聚丙烯纖維、聚乙烯纖維、維尼綸纖維、丙烯酸纖維、及尼龍纖維等。作為無機纖維,可列舉玻璃纖維、碳纖維等。 The mortar composition (ultra-high-strength mortar) contains fibers as described above. Examples of fibers include organic fibers and inorganic fibers. Examples of organic fibers include polypropylene fibers, polyethylene fibers, vinylon fibers, acrylic fibers, and nylon fibers. Glass fiber, carbon fiber, etc. are mentioned as an inorganic fiber.
纖維之標準纖維長度係較佳為2mm~50mm,更佳為3mm~40mm,進而較佳為4mm~30mm,尤佳為5mm~20mm。 The standard fiber length of the fiber is preferably 2 mm to 50 mm, more preferably 3 mm to 40 mm, further preferably 4 mm to 30 mm, especially preferably 5 mm to 20 mm.
纖維之斷裂伸長率之上限值係較佳為200%以下,更佳為100%以下,進而較佳為50%以下,尤佳為30%以下。 The upper limit of the elongation at break of the fiber is preferably 200% or less, more preferably 100% or less, further preferably 50% or less, especially preferably 30% or less.
纖維之斷裂伸長率之下限值較佳為1%以上。 The lower limit of the elongation at break of the fiber is preferably at least 1%.
纖維之比重係較佳為0.90~3.00,更佳為1.00~2.00,進而較佳為1.10~1.50。 The specific gravity of the fiber is preferably 0.90-3.00, more preferably 1.00-2.00, and still more preferably 1.10-1.50.
纖維之縱橫比(標準纖維長度/纖維直徑)係較佳為5~1200,更佳為10~600,進而較佳為20~300,尤佳為30~200。 The aspect ratio of the fiber (standard fiber length/fiber diameter) is preferably 5-1200, more preferably 10-600, further preferably 20-300, especially preferably 30-200.
可藉由使用滿足該等條件之纖維,而確保砂漿組合物之高流動性,亦能夠提昇耐火性能。又,亦能夠抑制缺角等相對於衝擊之缺損。 By using fibers satisfying these conditions, the high fluidity of the mortar composition can be ensured, and the fire resistance performance can also be improved. In addition, it is also possible to suppress chipping due to impact, such as chipped corners.
纖維之添加量係相對於不包含纖維之砂漿組合物,以外加比例計, 較佳為0.05體積%~4體積%,更佳為0.1體積%~3體積%,進而較佳為0.3體積%~2體積%。 The amount of fiber added is relative to the mortar composition that does not contain fiber, and the added ratio is calculated. It is preferably 0.05 vol % to 4 vol %, more preferably 0.1 vol % to 3 vol %, further preferably 0.3 vol % to 2 vol %.
若纖維之添加量為0.05體積%以上,則有易於獲得充分之耐火爆裂性、耐衝擊性之傾向。若有機纖維之添加量為4體積%以下,則有於砂漿組合物中易於混練有機纖維之傾向。 When the added amount of fiber is 0.05% by volume or more, sufficient fire burst resistance and impact resistance tend to be easily obtained. When the added amount of the organic fiber is 4% by volume or less, the organic fiber tends to be easily kneaded in the mortar composition.
上述砂漿組合物之製造方法並無特別限定,亦可藉由如下方法進行製造,即,預先混合有除了水及有機纖維以外之材料之一部分或全部,繼而,添加水並放入至混合機進行混練。用於砂漿組合物之混練之混合機並無特別限定,亦可使用砂漿用混合機、雙軸強制混練機、鍋型混合機、水泥漿混合機(grout mixer)等。砂漿組合物亦可為了於現場不進行標準熱處理即可完成而採用常溫硬化型。 The manufacturing method of the above-mentioned mortar composition is not particularly limited, and it can also be manufactured by a method in which a part or all of materials other than water and organic fibers are mixed in advance, and then water is added and put into a mixer for mixing. The mixer used for kneading the mortar composition is not particularly limited, and a mixer for mortar, a twin-shaft forced kneader, a pot mixer, a grout mixer, and the like can also be used. Mortar compositions can also be of the room temperature hardening type in order to be completed on site without standard heat treatment.
超高強度砂漿之砂漿硬化體之材齡28日之抗壓強度係根據耐震性、成本及耐久性之觀點,較佳為80N/mm2~200N/mm2,更佳為100N/mm2~200N/mm2,進而較佳為150N/mm2~200N/mm2。 The compressive strength of the mortar hardened body of ultra-high-strength mortar is 28 days old, from the viewpoint of shock resistance, cost and durability, preferably 80N/mm 2 ~200N/mm 2 , more preferably 100N/mm 2 ~ 200N/mm 2 , more preferably 150N/mm 2 to 200N/mm 2 .
繼而,對建築物1A之前表面部2之構成更詳細地進行說明。如圖2A~圖3B所示,於構成前表面部2之柱部6、樑部7及交叉部8內設置有鋼筋11。鋼筋11具有鉛垂鋼筋12及水平鋼筋13。
Next, the configuration of the
鉛垂鋼筋12係如圖2A及圖3B所示連貫地配筋於柱部6、交叉部8及基礎部9之內部。鉛垂鋼筋12係與混凝土硬化體或砂漿硬化體固定。鉛垂鋼筋
12包含複數個主筋12a及複數個剪切加強筋12b。複數個主筋12a係以貫通柱部6、交叉部8及基礎部9之方式沿鉛垂方向延伸。複數個主筋12a係以自鉛垂方向觀察呈矩形狀之方式排列。複數個剪切加強筋12b係以包圍複數個主筋12a之方式與主筋12a連接。剪切加強筋12b亦可藉由例如捆束線等而與主筋12a連接。
The
水平鋼筋13係如圖2B及圖3A所示連貫地配筋於樑部7及交叉部8之內部。水平鋼筋13係與混凝土硬化體或砂漿硬化體固定。水平鋼筋13包含複數個主筋13a及複數個剪切加強筋13b。複數個主筋13a係以貫通樑部7及交叉部8之方式沿水平方向延伸。複數個主筋13a係以自水平方向觀察呈矩形狀之方式排列。複數個剪切加強筋13b係以包圍複數個主筋13a之方式與主筋13a連接。剪切加強筋13b亦可藉由例如捆束線等而與主筋13a連接。
The
用於鋼筋11之鋼材之降伏點可為295N/mm2以上,亦可為490N/mm2~1275N/mm2,亦可為685N/mm2~1275N/mm2。該鋼材之拉伸強度可為295N/mm2以上,亦可為620N/mm2~1500N/mm2,亦可為800N/mm2~1500N/mm2。本說明書中所謂之「降伏點」及「拉伸強度」係指依據JIS Z2241-2011中記載之方法測定所得之值。
The yield point of the steel used for the reinforcing
繼而,對構成建築物1A之設計方法之一部分之交叉部8之突出量之設計方法進行說明。本說明書中所謂之「突出量」係指交叉部8中之於樑部7之延伸方向上較柱部6之側面更朝向樑部7側突出之部分之於該方向上之長度、或者交叉部8中之於柱部6之延伸方向上較樑部7之側面更朝向柱部6側突出之部分之於該方向上之長度。以下,著眼於圖1所示之由柱部6c、6d及樑部7b、7c包圍之部分進行說明。
Next, the design method of the protrusion amount of the
首先,作為比較例,對交叉部8之寬度及高度分別與柱部6c、6d之寬度及樑部7b、7c之高度相等之情形時(突出量為0之情形時)之抗彎承載力比進行說明。如圖4所示,若於地震產生時水平方向之地震力Q施加於建築物1A,則彎曲力矩作用於柱部6c、6d及樑部7b、7c。此時,因柱部6c、6d及樑部7b、7c與交叉部8之抗壓強度互不相同,故而應力集中於兩者之連接部分(交界附近)。因此,於該連接部分容易產生彎曲破壞。因此,於該連接部分中抗彎承載力(抵抗彎曲破壞之力)發揮作用。此時,若將參數MB、MC、L0、h0分別定義為MB:彎曲破壞時之樑部7c之抗彎承載力
First, as a comparative example, when the width and height of the
MC:彎曲破壞時之柱部6d之抗彎承載力
M C : Bending bearing capacity of
L0:水平方向上之柱部6c、6d間之內寬
L 0 : Inner width between
h0:鉛垂方向上之樑部7b、7c間之內寬,則作用於樑部7c之彎曲力矩之梯度可藉由式4而求出,且作用於柱部6d之彎曲力矩之梯度可藉由式5而求出。
h 0 : the inner width between the
若假設構件之中立線彼此之交點為節點,且於相鄰之節點間作用於構件之彎曲力矩之梯度不變化,則於將參數MB'、MC'、L、h分別定義為MB':彎曲破壞時之樑部7c之節點力矩
If it is assumed that the intersection points of the vertical lines of the member are nodes, and the gradient of the bending moment acting on the member between adjacent nodes does not change, then the parameters M B ', M C ', L, and h are respectively defined as M B ': Nodal moment of
MC':彎曲破壞時之柱部6d之節點力矩
M C ': Nodal moment of
L:柱部6c和樑部7c之節點與柱部6d和樑部7c之節點之直線距離
L: The straight-line distance between the node of the
h:柱部6d和樑部7b之節點與柱部6d和樑部7c之節點之直線距離
h: The straight-line distance between the node of the
時,式6、7成立。
When ,
因此,節點力矩MB'、MC'可分別由式8、9賦予。
Therefore, the nodal moments M B ′, M C ′ can be given by
柱部6及樑部7之彎曲破壞時之抗彎承載力比被定義為柱部6或樑部7之彎曲破壞時之節點力矩之比,故而柱部6d及樑部7c之節點中之抗彎承載力比m係藉由式10而求出。根據式10,藉由將節點力矩MB'、MC'中之較大之值除以節點力矩MB'、MC'中之較小之值,而獲得抗彎承載力比m。因此,於MB'>MC'之情形時,可使用式8、9而將式10如式11般變形。於MB'<MC'之情形時,可使用式8、9而將式10如式12般變形。
The bending capacity ratio of the
其次,參照圖5說明於樑部7c之延伸方向上交叉部8較柱部6c、6d之側面更朝向樑部7c側突出之情形時之抗彎承載力比。圖5所示之交叉部8係於樑部7c之延伸方向上之突出量為a1(其中,a1>0)之方面與圖4所示之交叉部8不同,但於其他方面與圖4所示之交叉部8相同。於抗壓強度互不相同之樑部7c與交叉部8之連接部分(交界部分)易產生彎曲破壞之方面亦於圖4及圖
5中之各交叉部8中相同。此時,作用於樑部7c之彎曲力矩之梯度係藉由式13而求出。
Next, referring to FIG. 5 , the ratio of the flexural capacity when the
樑部7c之抗彎承載力MB係只要樑部7c之剖面規格不產生變化則表示相同之值。因此,若對比式4、13,則式13之分母小於式4之分母,因此,藉由式13而獲得之梯度大於藉由式4而獲得之梯度。換言之,儘管於圖4中之交叉部8與圖5中之交叉部8之間,抗彎承載力MB之大小相同,但發揮抗彎承載力MB之位置(樑部7c與交叉部8之連接部分)相差突出量a1之程度,故而梯度中產生變化。
The bending bearing capacity M B of the
與上述情形同樣地,若假定於相鄰之節點間作用於構件之彎曲力矩之梯度不產生變化,則式14成立。
As in the above case, if it is assumed that the gradient of the bending moment acting on the member between adjacent nodes does not change, then
因此,節點力矩MB'可藉由式15而賦予。若對比式8、15,則式15之分母小於式8之分母,故而藉由式15而獲得之節點力矩MB'大於藉由式4而獲得之節點力矩MB'。即,藉由使樑部7c之延伸方向上之交叉部8之突出量a1變化,而調節節點力矩MB'之大小。
Therefore, the nodal moment M B ′ can be given by Equation 15. Comparing
根據以上,於MB'>MC'之情形時,可使用式9、15而將式10如式16般變形。於MB'<MC'之情形時,可使用式9、15而將式10如式17般變形。
According to the above, in the case of M B ′> MC ′,
樑部7c之延伸方向上之交叉部8之突出量a1係以藉由式10而求出之抗彎承載力比m成為1.2以上之方式設定(第1設計條件)。該突出量a1亦可以藉由式10而求出之抗彎承載力比m成為1.5以上之方式設定。藉由式10而求出之抗彎承載力比m之上限可為3.0,亦可為2.5,亦可為2.0。
The protrusion amount a1 of the intersecting
於建築物1A中,既可至少一個交叉部8於樑部7c之延伸方向上突出,亦可所有之交叉部8於樑部7c之延伸方向上突出。於樑部7c之延伸方向上突出之交叉部8中,既可至少一個部位之突出量a1滿足第1設計條件,亦可所有之部位之突出量a1滿足第1設計條件。
In the
於如上所述之第1實施形態中,交叉部8包含呈現高於構成柱部6及樑部7之混凝土硬化體之抗壓強度之材料。因此,於地震力等外力作用於建築物1A之情形時,於交叉部8與柱部6及樑部7之連接部分易產生破壞。於第1實施形態中,交叉部8係於樑部7之延伸方向上較柱部6之側面更朝向樑部7側突出。於該情形時,由於在交叉部8突出之位置(交叉部8與樑部7之交界附近)易產生彎曲破壞,故而於該位置抗彎承載力(力矩)發揮作用。因此,與交叉部8未突出之情形相比,樑部7上之力矩梯度變大,樑部7之彎曲破壞時之節點力矩MB'變大。如此般,因節點力矩MB'變大,而抗彎承載力比m變大。尤其,於第1實施形態中,以抗彎承載力比m滿足第1設計條件之方式,設定交叉部8之突出量a1。因此,可藉由調整交叉部8之突出量a1之極為簡易之方法,而使建築物1A之實際承載力接近於計算值。因此,能夠簡易且低成本地實現實際承載力與計算值之乖離之抑制。
In the above-mentioned first embodiment, the
於以抗彎承載力比m成為1.5以上之方式設定突出量a1之情形時,建築物1A之實際承載力變為與計算值相等。於該情形時,能夠進而抑制實際承 載力與計算值之乖離。 When the protrusion amount a1 is set so that the moment bearing capacity ratio m becomes 1.5 or more, the actual bearing capacity of the building 1A becomes equal to the calculated value. In this case, it is possible to further suppress the deviation between the actual bearing capacity and the calculated value.
於第1實施形態中,材齡28日之交叉部8之抗壓強度為65N/mm2以上。因此,能夠進而提昇建築物1A之耐震性。
In the first embodiment, the compressive strength of the intersecting
於第1實施形態中,交叉部8包含聚合物水泥砂漿或超高強度砂漿硬化而成之砂漿硬化體。因此,該等硬化體表現出極高之抗壓強度,故而能夠進一步提昇建築物1A之耐震性。
In the first embodiment, the intersecting
繼而,參照圖6及圖7對耐震構造物之另一例之建築物1B之構造進行說明。建築物1B係於交叉部8之突出態樣之方面與建築物1A不同。以下,以與第1實施形態之建築物1A之不同方面為中心進行說明,並省略重複之說明。
Next, the structure of a
交叉部8係於柱部6之延伸方向上較樑部7之側面更朝向柱部6側突出。即,交叉部8中之於柱部6之延伸方向上之端面(柱部6與交叉部8之交界面)係於該方向上位於較樑部7之側面更靠近相鄰之樑部7側。另一方面,交叉部8中之於樑部7之延伸方向上之端面(樑部7與交叉部8之交界面)係於該方向上位於與柱部6之側面大致相等之高度。
The
繼而,對構成建築物1B之設計方法之一部分之交叉部8之突出量之設計方法進行說明。圖8所示之交叉部8係於柱部6d之延伸方向上之突出量為a2(其中,a2>0)之方面與圖4所示之交叉部8不同,但於其他方面與圖4所示之交叉部8相同。於抗壓強度互不相同之柱部6d與交叉部8之連接部分(交界部分)易產生彎曲破壞之方面亦於圖4及圖8中之各交叉部8相同。此時,作用於柱部6d之彎曲力矩之梯度藉由式18而求出。
Next, the design method of the protrusion amount of the
柱部6d之抗彎承載力MC係只要柱部6d之剖面規格不產生變化則表示相同之值。因此,若對比式5、18,則式18之分母小於式5之分母,故而藉由式18而獲得之梯度大於藉由式5而獲得之梯度。換言之,儘管於圖4中之交叉部8與圖8中之交叉部8之間,抗彎承載力MC之大小相等,但發揮抗彎承載力MC之位置(柱部6d與交叉部8之連接部分)相差突出量a2之程度,故而於梯度產生變化。
The flexural bearing capacity M C of the
與上述情形同樣地,若假定於相鄰之節點間作用於構件之彎曲力矩之梯度不產生變化,則式19成立。
As in the above case, if it is assumed that the gradient of the bending moment acting on the member between adjacent nodes does not change, then
因此,節點力矩MC'藉由式20而賦予。若對比式9、20,則式20之分母小於式9之分母,故而藉由式20而獲得之節點力矩MC'大於藉由式9而獲得之節點力矩MC'。即,藉由使柱部6d之延伸方向上之交叉部8之突出量a2變化,而調節節點力矩MC'之大小。
Therefore, the nodal moment M C ′ is given by
根據以上,於MB'>MC'之情形時,可使用式8、20而將式10如式21般變形。於MB'<MC'之情形時,可使用式8、20而將式10如式22般變形。
According to the above, in the case of M B ′> MC ′,
柱部6d之延伸方向上之交叉部8之突出量a2係以藉由式10而求出之抗彎承載力比m成為1.2以上之方式設定(第2設計條件)。該突出量a2亦可以藉由式10而求出之抗彎承載力比m成為1.5以上之方式設定。藉由式10而求出之抗彎承載力比m之上限可為3.0,亦可為2.5,亦可為2.0。
The protrusion amount a2 of the intersecting portion 8 in the extending direction of the
建築物1B係可至少一個交叉部8於柱部6之延伸方向上突出,亦可所有交叉部8於柱部6之延伸方向上突出。於柱部6之延伸方向上突出之交叉部8中,可至少一個部位之突出量a2滿足第2設計條件,亦可所有部位之突出量a2滿足第2設計條件。
In the
亦於如上所述之第2實施形態之建築物1B中,發揮與第1實施形態之建築物1A相同之作用效果。
Also in the
繼而,參照圖9對耐震構造物之另一例之建築物1C之構造進行說明。建築物1C係於交叉部8之突出態樣之方面與第1實施形態之建築物1A不同。以下,以與第1實施形態之建築物1A之不同方面為中心進行說明,並省略重複之說明。
Next, the structure of a
構成前表面部2之交叉部8中之於水平方向上位於偏中央之交叉部8a係於樑部7之延伸方向上較柱部6之側面更朝向樑部7側突出。具體而言,柱部6b與樑部7a~7d之各交叉部8a、柱部6c與樑部7a~7d之各交叉部8a、及柱部6d與樑部7a~7d之各交叉部8a係於樑部7之延伸方向上較柱部6之側面更朝向樑部7側突出。即,交叉部8a中之樑部7之延伸方向上之端面(樑部7與交叉部8之交界面)係於該方向上位於較柱部6之側面更靠相鄰之柱部6側。樑部7之延伸方向上之交叉部8a之突出量a1係與第1實施形態同樣地,以式10之抗彎承載力比m成為1.2以上之方式設定(第1設計條件)。另一方面,該交叉部8中之柱部6之延伸方向上之端面(柱部6與交叉部8之交界面)係於該方向上位於與樑部7之側面大致相等之高度。
Of the
構成前表面部2之交叉部8中之於水平方向上位於兩端之交叉部8b係於柱部6之延伸方向上較樑部7之側面更朝向柱部6側突出。具體而言,柱部
6a與樑部7a~7d之各交叉部8b、及柱部6e與樑部7a~7d之各交叉部8b係於柱部6之延伸方向上較樑部7之側面更朝向柱部6側突出。即,交叉部8b中之柱部6之延伸方向上之端面(柱部6與交叉部8之交界面)係於該方向上位於較樑部7之側面更靠相鄰之樑部7側。柱部6之延伸方向上之交叉部8b之突出量a2係與第2實施形態同樣地,以式10之抗彎承載力比m成為1.2以上之方式設定(第2設計條件)。另一方面,該交叉部8中之樑部7之延伸方向上之端面(樑部7與交叉部8之交界面)係於該方向上位於與柱部6之側面大致相等之高度。
Of the
亦於如上所述之第3實施形態之建築物1C中,發揮與第1實施形態之建築物1A同樣之作用效果。
Also in the
且說,於因地震等之產生而對建築物1C賦予(作用)水平方向之外力之情形時,於各樑部7之一端產生向上之力(拉伸力),於各樑部7之另一端產生向下之力(壓縮力),從而將可變軸向力賦予(施加)至鄰接之各柱部6。於建築物1C中之水平方向上之偏中央,產生於樑部7之端部之可變軸向力與產生於與其相鄰之另一樑部7之端部之可變軸向力相抵消,但水平方向之力殘存。另一方面,於建築物1C中之水平方向上之兩端,產生於樑部7之最外端之可變軸向力不與其他可變軸向力相抵消而殘存。因此,可變軸向力作用於建築物1C中之位於水平方向上之兩端之柱部6a、6e。即,於建築物1C中之於水平方向上位於兩端之柱部6a、6e中之一者作用有向上之力(拉伸力),於另一者作用有向下之力(壓縮力)。因該可變軸向力越向下層越疊加地變大,故而力集中地施加於支持建築物1C之兩側部之基礎部9。
In addition, when an external force in the horizontal direction is imparted (acted) to the
然而,於第3實施形態中,位於建築物1C之偏中央之交叉部8a係以抗彎承載力比m滿足式10之方式,於樑部7之延伸方向上較柱部6之側面更朝
向樑部7側突出。因此,於水平方向上之建築物1C之中央部,能夠相對於殘存之水平方向之力,提昇樑部7之承載力。於第3實施形態中,位於建築物1C之偏端部之交叉部8b係以抗彎承載力比m滿足式10之方式,於柱部6之延伸方向上較樑部7之側面更朝向柱部6側突出。因此,於水平方向上之建築物1C之偏端部,能夠相對於可變軸向力,而提昇柱部6之承載力。其結果,能夠更有效地發揮建築物1C之承載力。
However, in the third embodiment, the intersecting
繼而,參照圖10~圖12B對原有建築物3中已施工加強構造物4之加強後之建築物5A之構造進行說明。加強構造物4係耐震構造物之一例。原有建築物3中已施工加強構造物4之加強後之建築物5A亦為耐震構造物之一例。加強後之建築物5A(耐震構造物)之耐震性能係於加強構造物4(耐震構造物)中尤為發揮。
Next, the structure of the reinforced
原有建築物3具備複數個原有柱部16、複數個原有樑部17、複數個原有交叉部18、複數個基礎部19(原有基礎部)、及樓板部20。雖未圖示,但原有建築物3亦具備外壁、窗戶等。
The existing
複數個原有柱部16分別設置於基礎部19上。複數個原有柱部16係沿鉛垂方向延伸,並且於水平方向上相互大致平行地排列。原有樑部17係配置於相鄰之原有柱部16之間。複數個原有樑部17係沿水平方向延伸,並且於鉛垂方向上相互大致平行地排列。
A plurality of
原有柱部16與原有樑部17組裝而成之組裝物係呈格子狀。原有柱部16及原有樑部17呈現例如具有矩形剖面之四角柱狀。原有柱部16之厚度(縱深)亦可為400mm~1000mm左右。原有柱部16之寬度亦可為400mm~
1000mm左右。原有樑部17之厚度(縱深)亦可為200mm~500mm左右。原有樑部17之樑高(高度)亦可為500mm~1200mm左右。
The assembled object formed by the
於第4實施形態中,於水平方向上排列有5個原有柱部16。以下,存在將該等原有柱部16自圖10之左側起依序稱為原有柱部16a~16e之情況。於本實施形態中,於鉛垂方向上排列有4個原有樑部17。存在將該等原有樑部17自圖1之下側起依序稱為原有樑部17a~17d之情況。位於最下方之原有樑部17a之一部分或全部亦可為例如埋入至地盤中之狀態。
In the fourth embodiment, five
原有交叉部18位於原有柱部16與原有樑部17分別交叉之部位。原有交叉部18亦作為原有柱部16之一部分發揮功能。原有交叉部18呈現例如具有矩形剖面之四角柱狀。原有交叉部18之厚度(縱深)亦可為例如400mm~1000mm左右。
The
基礎部19係經由原有柱部16支持原有建築物3。基礎部19之至少下部或全部亦可為例如埋入至地盤中之狀態。
The
樓板部20係於原有柱部16及原有樑部17之間沿水平面延伸。樓板部20係作為地板及天花板發揮功能。於第4實施形態中,於原有柱部16之上端與下端之間,沿鉛垂方向排列有4個樓板部。因此,圖10所例示之原有建築物3係3層樓房。
The
於圖1所示之例中,原有樑部17a(原有基礎樑部)係與相當於1層地板之部位對應地分別位於原有柱部16a、16b間、原有柱部16b、16c間、原有柱部16c、16d間及原有柱部16d、16e間。原有樑部17b係與相當於1層天花板及2層地板之部位對應地分別位於原有柱部16a、16b間、原有柱部16b、16c間、原有柱部16c、16d間及原有柱部16d、16e間。原有樑部17c係與相當於2層天花板及3層地板之部位對應地分別位於原有柱部16a、16b間、原
有柱部16b、16c間、原有柱部16c、16d間及原有柱部16d、16e間。原有樑部17d係與相當於3層天花板之部位對應地分別位於原有柱部16a、16b間、原有柱部16b、16c間、原有柱部16c、16d間及原有柱部16d、16e間。再者,位於原有柱部16與原有樑部17a交叉之部位之原有交叉部18亦被稱為原有基礎交叉部。
In the example shown in FIG. 1, the
原有柱部16、原有樑部17、原有交叉部18、基礎部19、及樓板部20例如包含鋼筋混凝土。即,原有柱部16、原有樑部17、原有交叉部18、基礎部19及樓板部20包含:混凝土硬化體;及鋼筋,其位於該混凝土硬化體之內部。例如,於原有柱部16、原有樑部17及原有交叉部18內,如圖11A~圖12B所示設置有鋼筋21。鋼筋21具有鉛垂鋼筋22及水平鋼筋23。用於鋼筋21之鋼材之降伏點及拉伸強度亦可分別與第1實施形態中之鋼筋11相等。
The
鉛垂鋼筋22係如圖11A及圖12B所示連貫地配筋於原有柱部16、原有交叉部18及基礎部19之內部。鉛垂鋼筋22係與混凝土硬化體固定。鉛垂鋼筋22包含複數個主筋22a及複數個剪切加強筋22b。複數個主筋22a係以貫通原有柱部16、原有交叉部18及基礎部19之方式沿鉛垂方向延伸。複數個主筋22a係以自鉛垂方向觀察呈矩形狀之方式排列。複數個剪切加強筋22b係以包圍複數個主筋22a之方式與主筋22a連接。剪切加強筋22b亦可藉由例如捆束線等而與主筋22a連接。
The
水平鋼筋23係如圖11B及圖12A所示連貫地配筋於原有樑部17及原有交叉部18之內部。水平鋼筋23係與混凝土硬化體固定。水平鋼筋23包含複數個主筋23a及複數個剪切加強筋23b。複數個主筋23a係以貫通原有樑部17及原有交叉部18之方式沿水平方向延伸。複數個主筋23a係以自水平方
向觀察呈矩形狀之方式排列。複數個剪切加強筋23b係以包圍複數個主筋23a之方式與主筋23a連接。剪切加強筋23b亦可藉由例如捆束線等而與主筋23a連接。
The
加強構造物4設置於原有建築物3之外壁面(於圖10中原有建築物3中之位於前方之面)上。加強構造物4係如圖10所示具備複數個加強柱部26(柱部)、複數個加強樑部27(樑部)、及複數個加強交叉部28(交叉部)。
The
加強柱部26配置於原有建築物3之外壁面上且與原有柱部16對應之位置。加強柱部26係沿與原有柱部16之延伸方向相同之方向延伸。即,加強柱部26係沿鉛垂方向延伸。加強柱部26設置於基礎部19上。因此,基礎部19經由加強柱部26亦將加強構造物4支持於地盤上。
The reinforced
於圖10所示之例中,加強柱部26分別位於原有建築物3之1層部分及2層部分。於原有建築物3之中央部分中,加強柱部26亦位於原有建築物3之3層部分。於第4實施形態中,於水平方向排列有5個加強柱部26。以下,存在將該等加強柱部26自圖10之左側起依序稱為加強柱部26a~26e之情況。加強柱部26之厚度(縱深)亦可為例如350mm~600mm左右。加強柱部26之寬度亦可為500mm~800mm左右。
In the example shown in FIG. 10 , the reinforcing
加強樑部27配置於原有建築物3之外壁面上且與原有樑部17對應之位置。加強樑部27係沿與原有樑部17之延伸方向相同之方向延伸。即,加強樑部27係沿水平方向延伸。加強樑部27係於水平方向上位於相鄰之原有柱部16之間。於第4實施形態中,於鉛垂方向排列有4個加強樑部27。以下,存在將該等加強樑部27自圖1之下側起依序稱為加強樑部27a~27d之情況。位於最下方之加強樑部27a(加強基礎樑部)之一部分或全部亦可為例如
埋入至地盤中之狀態。加強樑部27之厚度(縱深)亦可為例如350mm~500mm左右。加強樑部27之樑高(高度)可為500mm~900mm左右,亦可較原有柱部16之寬度大100mm左右。
The reinforced
於圖10所示之例中,加強樑部27a係與原有樑部17a對應而分別位於加強柱部26a、26b間、加強柱部26b、26c間、加強柱部26c、26d間、及加強柱部26d、26e間。加強樑部27b係與原有樑部17b對應而分別位於加強柱部26a、26b間、加強柱部26b、26c間、加強柱部26c、26d間、及加強柱部26d、26e間。加強樑部27c係與原有樑部17c對應而分別位於加強柱部26a、26b間、加強柱部26b、26c間、加強柱部26c、26d間、及加強柱部26d、26e間。加強樑部27d係與原有樑部17d對應而位於加強柱部26b、26c間、及加強柱部26c、26d間。
In the example shown in Fig. 10, the reinforced
於第4實施形態中,加強柱部26a~26e及加強樑部27a~27d係如上所述般定位,故而如圖10所示,加強構造物4係作為整體而呈山型狀、更具體而言呈凸型狀。即,加強構造物4中之水平方向(加強樑部27之延伸方向)上之兩側部之高度低於加強構造物4中之水平方向(加強樑部27之延伸方向)上之位於兩側部之間之部分(中央部)之高度。
In the fourth embodiment, the reinforcing
加強交叉部28配置於原有建築物3之外壁面上且與原有交叉部18對應之位置。即,加強交叉部28位於加強柱部26與加強樑部27分別交叉之部位。加強交叉部28係將加強柱部26及加強樑部27之端部彼此連接。因此,加強構造物4係藉由加強柱部26、加強樑部27、及加強交叉部28而構成為格子狀。加強交叉部28之厚度(縱深)亦可為例如600mm以下。再者,位於加強柱部26與加強樑部27a交叉之部位之加強交叉部28亦被稱為加強基礎交叉部。
The reinforced
加強交叉部28係於加強樑部27之延伸方向上較加強柱部26之側面更朝向加強樑部27側突出。即,加強交叉部28中之於加強樑部27之延伸方向上之端面(加強樑部27與加強交叉部28之交界面)係於該方向上位於較加強柱部26之側面更靠相鄰之加強柱部26側。另一方面,加強交叉部28中之於加強柱部26之延伸方向上之端面(加強柱部26與加強交叉部28之交界面)係於該方向上位於與加強樑部27之側面大致相等之高度。
The
加強柱部26及加強樑部27例如包含於混凝土硬化體之內部埋設有鋼筋31(於下文敍述)之鋼筋混凝土。即,加強柱部26及加強樑部27包含:混凝土硬化體;及鋼筋31,其位於該混凝土硬化體之內部。加強交叉部28係於呈現高於混凝土硬化體之抗壓強度之硬化體之內部埋設有鋼筋31之構件。即,交叉部8包含:該硬化體;及鋼筋31,其位於該硬化體之內部。該硬化體例如與第1實施形態同樣地,亦可為聚合物水泥砂漿或超高強度砂漿硬化而成之砂漿硬化體。
The reinforced
繼而,對加強構造物4之構成更詳細地進行說明。如圖11A~圖12B所示,於構成加強構造物4之加強柱部26、加強樑部27及加強交叉部28內設置有鋼筋31。鋼筋31具有鉛垂鋼筋32及水平鋼筋33。用於鋼筋31之鋼材之降伏點及拉伸強度亦可分別與第1實施形態中之鋼筋11相等。
Next, the configuration of the reinforcing
鉛垂鋼筋32係如圖11A及圖12B所示連貫地配筋於加強柱部26、加強交叉部28及基礎部19之內部。鉛垂鋼筋32係與混凝土硬化體或砂漿硬化體固定。鉛垂鋼筋32包含複數個主筋32a及複數個剪切加強筋32b。複數個主筋32a係以貫通加強柱部26、加強交叉部28及基礎部19之方式沿鉛垂方向延伸。複數個主筋32a係以自鉛垂方向觀察呈矩形狀之方式排列。複數個剪切加強筋32b係以包圍複數個主筋32a之方式與主筋12a連接。剪切加強筋
32b亦可藉由例如捆束線等而與主筋32a連接。
The
水平鋼筋33係如圖11B及圖12A所示連貫地配筋於加強樑部27及加強交叉部28之內部。水平鋼筋33係與混凝土硬化體或砂漿硬化體固定。水平鋼筋33包含複數個主筋33a及複數個剪切加強筋33b。複數個主筋33a係以貫通加強樑部27及加強交叉部28之方式沿水平方向延伸。複數個主筋33a係以自水平方向觀察呈矩形狀之方式排列。複數個剪切加強筋33b係以包圍複數個主筋33a之方式與主筋33a連接。剪切加強筋33b亦可藉由例如捆束線等而與主筋33a連接。
The
加強構造物4係藉由錨34而與原有建築物3連接。錨34之一端側埋設於加強構造物4(加強柱部26及加強樑部27)。錨34之另一端埋設於原有建築物3(原有柱部16、原有樑部17及基礎部19)。錨34發揮將施加於原有建築物3之振動能量(例如,地震能量)傳遞至加強構造物4之作用。作為錨34,亦可使用例如各種公知之錨栓。
The reinforced
加強交叉部28之突出量a3可與第1實施形態之交叉部8同樣地設計。即,加強樑部27之延伸方向上之加強交叉部28之突出量a3係以藉由式10所示之抗彎承載力比m成為1.2以上之方式設定(第3設計條件)。該突出量a3亦可以抗彎承載力比m成為1.5以上之方式設定。抗彎承載力比m之上限可為3.0,亦可為2.5,亦可為2.0。
The protrusion amount a3 of the reinforced intersection portion 28 can be designed in the same manner as the
關於加強構造物4,可至少一個加強交叉部28於加強樑部27之延伸方向上突出,亦可所有加強交叉部28於加強樑部27之延伸方向上突出。可為於加強樑部27之延伸方向上突出之加強交叉部28中之至少一個部位之突出量a3滿足第3設計條件,亦可為所有部位之突出量a3滿足第3設計條件。
Regarding the
於如上所述之第4實施形態之加強後之建築物5A中,與第1實施形態之建築物1A同樣地,可藉由調整加強交叉部28之突出量a3之極為簡易之方法,使已施工加強構造物4之加強後之建築物5A之實際承載力接近於計算值。因此,能夠簡易且低成本地實現實際承載力與計算值之乖離之抑制。
In the reinforced
於以抗彎承載力比m成為1.5以上之方式設定突出量a3之情形時,加強後之建築物5A之實際承載力變為與計算值相等。於該情形時,能夠進而抑制實際承載力與計算值之乖離。
When the protrusion amount a3 is set so that the moment bearing capacity ratio m becomes 1.5 or more, the actual bearing capacity of the reinforced
於第4實施形態中,材齡28日之交叉部8之抗壓強度為65N/mm2以上。因此,能夠進而提昇加強後之建築物5A之耐震性。
In the fourth embodiment, the compressive strength of the intersecting
於第4實施形態中,加強交叉部28包含聚合物水泥砂漿或超高強度砂漿硬化而成之砂漿硬化體。因此,該等硬化體表現出極高之抗壓強度,故而能夠進一步提昇加強後之建築物5A之耐震性。
In the fourth embodiment, the reinforced intersecting
且說,於因地震等之產生而對加強構造物4賦予(作用)水平方向之外力之情形時,於各加強樑部27之一端產生向上之力(拉伸力),於各加強樑部27之另一端產生向下之力(壓縮力),而可變軸向力被賦予(施加)至相鄰之各加強柱部26。於此,作為一例,假設對加強構造物4作用水平方向(圖10之自左向右之方向)之外力,於加強樑部27之左端產生向上之力,於加強樑部27之右端產生向下之力之情形。產生於位於加強柱部26c、26d間之加強樑部27a~27d之左端之向上之力與產生於位於加強柱部26b、26c間之加強樑部27a~27d之右端之向下之力相抵消。產生於位於加強柱部26c、26d間之加強樑部27a~27c之右端之向下之力與產生於位於加強柱部26d、26e間之加強樑部27a~27c之左端之向上之力相抵消。產生於位於加強柱部26b、
26c間之加強樑部27a~27c之左端之向上之力與產生於位於加強柱部26a、26b間之加強樑部27a~27d之右端之向下之力相抵消。
In other words, when an external force in the horizontal direction is applied (acted) to the reinforced
因此,於加強構造物4作為整體而呈凸形狀(山型狀)之第4實施形態中,產生於位於加強柱部26a、26b間之加強樑部27a~27c之左端之向上之力不與其他力相抵消而殘存,向上之拉伸力作用於加強柱部26a,而集中地施加於支持加強柱部26a之基礎部19。產生於位於加強柱部26d、26e間之加強樑部27a~27c之右端之向下之力不與其他力相抵消而殘存,向下之壓縮力作用於加強柱部26e,而集中地施加於支持加強柱部26e之基礎部19。產生於位於加強柱部26b、26c間之加強樑部27d之左端之向上之力不與其他力相抵消而殘存,向上之拉伸力作用於加強柱部26b,而可變軸向力作用於支持加強柱部26b之基礎部19。產生於位於加強柱部26c、26d間之加強樑部27d之右端之向下之力不與其他力相抵消而殘存,向下之壓縮力作用於加強柱部26d,而可變軸向力作用於支持加強柱部26d之基礎部19。由此,於加強構造物4中,作用於支持加強柱部26a、26e之基礎部19之可變軸向力被分散至支持加強柱部26b、26d之基礎部19。因此,於為加強柱部及加強樑部作為整體而呈四角形狀之加強構造物之情形時,於加強構造物中之水平方向上之兩側部,力集中地施加於沿鉛垂方向排列之加強樑部之個數之基礎部,但於為作為整體而呈凸形狀(山型狀)之本實施形態之加強構造物4之情形時,能夠更有效地發揮加強構造物4之承載力(加強後之建築物5A之承載力)。
Therefore, in the fourth embodiment in which the
繼而,參照圖13及圖14對耐震構造物之另一例之加強後之建築物5B之構造進行說明。加強後之建築物5B係於加強交叉部28之突出態樣之方面
與第4實施形態之加強後之建築物5A不同。以下,以與第4實施形態之加強後之建築物5A之不同方面為中心進行說明,並省略重複之說明。
Next, the structure of a reinforced
加強交叉部28係於加強柱部26之延伸方向上較加強樑部27之側面更朝向加強柱部26側突出。即,加強交叉部28中之於加強柱部26之延伸方向上之端面(加強柱部26與加強交叉部28之交界面)係於該方向上位於較加強樑部27之側面更靠相鄰之加強樑部27側。另一方面,加強交叉部28中之於加強樑部27之延伸方向上之端面(加強樑部27與加強交叉部28之交界面)係於該方向上位於與加強柱部26之側面大致相等之高度。
The reinforcing
加強交叉部28之突出量a4可與第2實施形態之交叉部8同樣地設計。即,加強柱部26之延伸方向上之加強交叉部28之突出量a4係以藉由式10所示之抗彎承載力比m成為1.2以上之方式設定(第4設計條件)。該突出量a4亦可以抗彎承載力比m成為1.5以上之方式設定。抗彎承載力比m之上限可為3.0,亦可為2.5,亦可為2.0。
The protrusion amount a4 of the reinforced
關於加強構造物4,可至少一個加強交叉部28於加強柱部26之延伸方向上突出,亦可所有加強交叉部28於加強柱部26之延伸方向上突出。可為於加強柱部26之延伸方向上突出之加強交叉部28中之至少一個部位之突出量a4滿足第4設計條件,亦可為所有部位之突出量a4滿足第4設計條件。
Regarding the
於如上所述之第5實施形態之加強後之建築物5B中,亦發揮與第4實施形態之加強後之建築物5A相同之作用效果。
Also in the reinforced
繼而,參照圖15對耐震構造物之另一例之加強後之建築物5C之構造進行說明。加強後之建築物5C係於交叉部之突出態樣之方面與第4實施形態之加強後之建築物5A不同。以下,以與第4實施形態之加強後之建築物5A
之不同方面為中心進行說明,並省略重複之說明。
Next, the structure of a reinforced
加強交叉部28中之於水平方向上位於加強構造物4之偏中央之加強交叉部28a係於加強樑部27之延伸方向上較加強柱部26之側面更朝向加強樑部27側突出。具體而言,加強柱部26b與加強樑部27a~27d之各加強交叉部28a、加強柱部26c與加強樑部27a~27d之各加強交叉部28a、及加強柱部26d與加強樑部27a~27d之各加強交叉部28a係於加強樑部27之延伸方向上較加強柱部26之側面更朝向加強樑部27側突出。即,加強交叉部28a中之加強樑部27之延伸方向上之端面(加強樑部27與加強交叉部28之交界面)係於該方向上位於較加強柱部26之側面更靠相鄰之加強柱部26側。加強樑部27之延伸方向上之加強交叉部28a之突出量a3係與第4實施形態同樣地,以式10之抗彎承載力比m成為1.2以上之方式設定(第3設計條件)。另一方面,該加強交叉部28中之加強柱部26之延伸方向上之端面(加強柱部26與加強交叉部28之交界面)係於該方向上位於與加強樑部27之側面大致相等之高度。
Among the
加強交叉部28中之於水平方向上位於加強構造物4之兩端之加強交叉部28b係於加強柱部26之延伸方向上較加強樑部27之側面更朝向加強柱部26側突出。具體而言,加強柱部26a與加強樑部27a~27c之各加強交叉部28b、及加強柱部26e與加強樑部27a~27c之各加強交叉部28b係於加強柱部26之延伸方向上較加強樑部27之側面更朝向加強柱部26側突出。即,加強交叉部28b中之加強柱部26之延伸方向上之端面(加強柱部26與加強交叉部28之交界面)係於該方向上位於較加強樑部27之側面更靠相鄰之加強樑部27側。加強柱部26之延伸方向上之加強交叉部28b之突出量a4係與第5實施形態同樣地,以式10之抗彎承載力比m成為1.2以上之方式設定(第4設計
條件)。另一方面,該加強交叉部28中之於加強樑部27之延伸方向上之端面(加強樑部27與加強交叉部28之交界面)係於該方向上位於與加強柱部26之側面大致相等之高度。
Among the
亦於如上所述之第6實施形態之加強後之建築物5C中,發揮與第4實施形態之加強後之建築物5A相同之作用效果。
Also in the reinforced
於第6實施形態中,位於加強構造物4之偏中央之加強交叉部28a係以抗彎承載力比m滿足式10之方式,於加強樑部27之延伸方向上較加強柱部26之側面更朝向加強樑部27側突出。因此,於水平方向上之加強構造物4之中央部,能夠相對於殘存之水平方向之力,提昇加強樑部27之承載力。於第6實施形態中,位於加強構造物4之偏端部之加強交叉部28b係以抗彎承載力比m滿足式10之方式,於加強柱部26之延伸方向上較加強樑部27之側面更朝向加強柱部26側突出。因此,於水平方向上之加強構造物4之偏端部,能夠相對於可變軸向力,提昇加強柱部26之承載力。其結果,於第6實施形態之加強後之建築物5C中,亦與第3實施形態之建築物1C同樣地,能夠更有效地發揮加強構造物4及加強後之建築物5C之承載力。
In the sixth embodiment, the reinforced
繼而,參照圖16對耐震構造物之另一例之加強後之建築物5D之構造進行說明。加強後之建築物5D係於加強交叉部28之形狀之方面與第4實施形態之加強後之建築物5A不同。以下,以與第4實施形態之加強後之建築物5A之不同方面為中心進行說明,並省略重複之說明。
Next, the structure of the reinforced
加強交叉部28具有主部28A、以及連結部28B及連結部28C中之至少一者。主部28A之上端或下端係與加強柱部26連接。主部28A之寬度係於加強柱部26之延伸方向上與加強柱部26為相同程度。
The reinforcing
連結部28B係位於主部28A之一端(圖16之右端)、與和該一端對向之加強樑部27(於圖16中位於主部28A之右側相鄰之加強樑部27)之間,且將該等連接。連結部28B之鉛垂方向上之寬度係越朝向主部28A側則越變大。換言之,連結部28B之鉛垂方向上之寬度係越朝向連接於連結部28B之加強樑部27則越變小。具體而言,連結部28B之上部大致水平地延伸,但連結部28B之下部係相對於水平方向而傾斜地延伸。因此,連結部28B係呈拱腰狀。
The connecting
連結部28C係位於主部28A之另一端(圖16之左端)、與和該另一端對向之加強樑部27(於圖16中位於主部28A之左鄰之加強樑部27)之間,且將該等連接。連結部28C之鉛垂方向上之寬度係越朝向主部28A側則越變大。換言之,連結部28C之鉛垂方向上之寬度係越朝向連接於連結部28C之加強樑部27則越變小。具體而言,連結部28C之上部係大致水平地延伸,但連結部28C之下部係相對於水平方向而斜向地延伸。因此,連結部28C係呈拱腰狀。
The connecting
於如上所述之第7實施形態之加強後之建築物5D中,發揮與第4實施形態之加強後之建築物5A相同之作用效果。
In the reinforced
於第7實施形態之加強後之建築物5D,連結部28B、28C(加強交叉部28)係呈拱腰狀。因此,連接於加強交叉部28之加強樑部27之樑高(高度)相對變小。因此,於在由加強柱部26及加強樑部27包圍之區域設置窗戶之情形時,不易因加強樑部27而妨礙自該窗戶之採光。又,由於加強交叉部28呈拱腰狀,故而能夠提昇加強交叉部28與加強樑部27之連接強度。
In the reinforced
繼而,參照圖17對耐震構造物之另一例之加強後之建築物5E之構造進
行說明。加強後之建築物5E係於加強構造物4不與原有建築物3之外壁面相接之方面與第4實施形態之加強後之建築物5A不同。以下,以與第4實施形態之加強後之建築物5A之不同方面為中心進行說明,並省略重複之說明。
Then, the structure of the reinforced
加強構造物4係藉由加強樑部39及加強樓板40而與原有建築物3之外壁面連接。因此,加強構造物4係相對於原有建築物3之外壁面而離開。加強樑部39係於原有建築物3之原有交叉部18、與加強構造物4之加強交叉部28之間延伸。加強樓板40係以於由原有建築物1之原有樑部17、加強構造物4之加強樑部27、及加強樑部39包圍之區域沿水平方向擴散之方式配置。加強樑部39及加強樓板40可藉由鋼筋混凝土構成,亦可藉由預鑄混凝土構成。
The reinforced
於如上所述之第8實施形態之加強後之建築物5E中,亦發揮與第4實施形態之加強後之建築物5A相同之作用效果。
Also in the reinforced
以上,對本發明之實施形態詳細地進行了說明,但亦可於本發明之主旨之範圍內將各種變化加入至上述實施形態。例如,於第4實施形態~第8實施形態中,加強構造物4亦可不呈山型狀。
As mentioned above, although the embodiment of this invention was demonstrated in detail, various changes can also be added to the said embodiment within the range of the summary of this invention. For example, in the fourth to eighth embodiments, the
於第4實施形態~第8實施形態中,加強構造物4亦可不呈山型狀。加強構造物4中之水平方向上之至少一個側部之高度亦可低於加強構造物4中之水平方向上之位於兩側部之間之部分(中央部)之高度。即,加強構造物4亦可呈除凸型狀以外之山型狀。
In the fourth to eighth embodiments, the
第1實施形態~第3實施形態之建築物1A~1C之交叉部8亦可呈拱腰狀。
The
與第8實施形態之加強後之建築物5E同樣地,第5實施形態~第7實施
形態之加強後之建築物5B~5D之加強構造物4亦可相對於原有建築物3之外壁面而離開。
Similar to the reinforced
於第1~第3實施形態中,建築物1A~1C之側面部或背面部亦可與前表面部2同樣地構成。建築物1A~1C之中通(建築物1A~1C之內部)之柱部、樑部及交叉部亦可與前表面部2同樣地構成。即,構成建築物1A~1C之外側及/或內側之柱部、樑部及交叉部亦可與前表面部2同樣地構成。其結果,可於建築物1A~1C之前表面部2、側面部及背面部中之至少一面發揮建築物1A~1C之耐震性能,亦可於建築物1A~1C之內部發揮建築物1A~1C之耐震性能。
In the first to third embodiments, the side faces or back faces of the
於第4~第8實施形態中,於原有建築物3之一外壁面施工加強構造物4,但亦可於原有建築物3之至少一個外壁面施工加強構造物4。亦可於原有建築物3之中通(原有建築物3之內部)之柱部、樑部及交叉部施工加強構造物4。即,亦可相對於構成原有建築物3之外側及/或內側之柱部、樑部及交叉部,施工加強構造物4。其結果,可於加強後之建築物5A~5E之至少一個外壁面發揮加強後之建築物5A~5E之耐震性能,亦可於原有建築物3之內部發揮加強後之建築物5A~5E之耐震性能。
In the fourth to eighth embodiments, the
於第1~第3實施形態中,藉由在內部埋設有鋼筋11之混凝土硬化體而構成基礎部9,但亦可如圖18A及圖18B所示,藉由在呈現高於混凝土硬化體之抗壓強度之硬化體之內部埋設鋼筋11而構成基礎部9。圖18A表示於在樑部之延伸方向上交叉部8較柱部6之側面更朝向樑部7側突出之情形時之建築物之一例。圖18B表示於在柱部6之延伸方向上交叉部8較樑部7之側面更朝向柱部6側突出之情形時之建築物之一例。該硬化體亦可為例如聚合物水泥砂漿或超高強度砂漿硬化而成之砂漿硬化體。於該情形時,藉由將聚
合物水泥砂漿或超高強度砂漿填充至模框內,可同時形成基礎部9及與其相接之交叉部8(基礎交叉部)。因此,能夠謀求工期之縮短化。又,由於基礎部9包含呈現高於混凝土硬化體之抗壓強度之硬化體,故而與基礎部9包含混凝土硬化體之情形時相比,即便為相同之強度亦可縮小基礎部9之大小。因此,即便於如與其他建築物、道路等相鄰般之狹窄之土地上,亦可容易地施工第1~第3實施形態之耐震構造物。再者,即便於交叉部8之寬度及高度分別與柱部6之寬度及樑部7之高度相等之情形時(突出量為0之情形時),亦可與上述同樣地,藉由在呈現高於混凝土硬化體之抗壓強度之硬化體之內部埋設鋼筋11而構成基礎部9。
In the first to third embodiments, the
於第4~第8實施形態中,基礎部19(原有基礎部)較大,故而原有柱部16及加強柱部26兩者設置於基礎部19上。即,基礎部19經由原有柱部16而將原有建築物3支持於地盤上,並且經由加強柱部26而將加強構造物4支持於地盤上。相對於此,如圖19A~圖20B所示,於基礎部19較小,而難以將加強柱部26設置於基礎部19上之情形時,亦可以位於原有建築物3之外表面側且與基礎部19對應地定位之方式,將加強基礎部29設置於地盤上。於加強基礎部29上,連接有加強交叉部28(加強基礎交叉部)。於該情形時,與基礎部19對應地設置之加強基礎部29支持加強柱部26。因此,即便於原有建築物3之基礎部19較小,而難以與原有建築物3之原有柱部16對應地將設置於其外表面側之加強柱部26設置於原有基礎部19上之情形時,亦可經由支持加強柱部26之加強基礎部29而將加強構造物4穩定地設置於地盤。
In the fourth to eighth embodiments, the base portion 19 (the original base portion) is relatively large, so both the
圖19A及圖20A表示於在樑部之延伸方向上交叉部8較柱部6之側面更朝向樑部7側突出之情形時之加強後之建築物之一例。圖19B及圖20B表示於在柱部6之延伸方向上交叉部8較樑部7之側面更朝向柱部6側突出之情
形時之加強後之建築物之一例。加強基礎部29亦可如圖19A及圖19B所示包含於內部埋設有鋼筋31及/或後施工錨35(例如,接著系錨)之混凝土硬化體。加強基礎部29亦可如圖20A及圖20B所示,藉由在呈現高於混凝土硬化體之抗壓強度之硬化體之內部埋設鋼筋31及/或後施工錨35(例如,接著系錨)而構成。該硬化體亦可為例如聚合物水泥砂漿或超高強度砂漿硬化而成之砂漿硬化體。於該情形時,藉由將聚合物水泥砂漿或超高強度砂漿填充至模框內,可同時形成加強基礎部29及與其相接之加強交叉部28(加強基礎交叉部)。因此,能夠謀求工期之縮短化。又,由於加強基礎部29包含呈現高於混凝土硬化體之抗壓強度之硬化體,故而與加強基礎部29包含混凝土硬化體之情形時相比,即便為相同之強度亦可縮小加強基礎部29之大小。因此,即便於如與其他建築物、道路等相鄰般之狹窄之土地上,亦可容易地施工第4~第8實施形態之加強構造物4。再者,即便於交叉部8之寬度及高度分別與柱部6之寬度及樑部7之高度相等之情形時(突出量為0之情形時),亦可與上述同樣地,與基礎部19對應地設置有加強基礎部29,且藉由在呈現高於混凝土硬化體之抗壓強度之硬化體之內部埋設鋼筋31及/或後施工錨35而構成加強基礎部29。
FIG. 19A and FIG. 20A show an example of a reinforced building in a case where the
1A:建築物(耐震構造物) 1A: Buildings (seismic structures)
2:前表面部 2: Front surface
6、6a~6e:柱部 6. 6a~6e: column part
7、7a~7d:樑部 7. 7a~7d: beam part
8:交叉部 8: Intersection
9:基礎部 9: Basic Department
10:樓板部 10: Floor department
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